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HomeMy WebLinkAboutPermit L94-0087 - CITY OF TUKWILA - TUKWILA COMMUNITY CENTER HEIGHT VARIANCELVN1NLa LUVP- VAI-{IANL;E APPLIC. CATION CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3680 • 1. BRIEFLY DESCRIBE YOUR REQUEST: Request a variance from 30' height limitation for R -1, 7200 zone. Requested height increase from 30' .to '36' . . 2. PROJECT LOCATION: (Give street address or, if vacant, indicate lot(s), block, and sub- division; or tax lot number, access street, and nearest intersection) Blocks 15, 16, 17 and 18, Allentown Addition Quarter: SE Section: 10 Township: 23 Range: 4 (This'information may be found on your tax statement) 3. APPLICANT:* Name: City of Tukwila Address: 6200 Southcenter Blvd. Pho • 433 -0179 Signature: Date: Sept. 16, 1994 * The applicanfi� Zthe person whoAllt e staff will contact regarding the application, and to whom all notices and reports shall be sent, unless otherwise stipulated by applicant. AFFIDAVIT OF OWNERSHIP • 4. PROPERTY Name: City of Tukwila .OWNER Address: 6200 Southcenter Blvd. Phone: 433 -0179 I /WE,[signature(s) swear that I /we are ffwner(s) o: contract .. chaser(s) of the property involved in this application and that the foregoing statements and answers contained in this application are true and correct to the best of my /our knowledge and belief. Date: 10/5./ 9± • ATTACHMENT F c.vrvirvu L:vvc. VAKIANt:t -LII:A 1 IUN c Page2 " 5. WHY IS HIS VARIANCE BEING REQUESTED? Requested variance will allow building height to exceed 30' height limitation of a R -1, 7200 zone. 6. DOES YOUR REQUEST MEET THE VARIANCE CRITERIA? The Board of Adjustment will base its decision on the specific criteria shown in bold below. You are solely responsible for justifying why your property should not have to satisfy the same development standards which all other properties/ projects must meet. The Board must decide that your variance request meets all five criteria. Be specific; a "yes" or "true" is not a sufficient response. Additional sheets should be attached if needed. The Planning Staff has provided some examples to help you respond to each criteria. Please feel free to use or ignore these as you see fit. The Board will make a decision based on the bold criteria, not staff examples. A. The variance shall not constitute a grant of special privilege inconsistent with the limitation upon uses of other properties in the vicinity and in the zone in which the property on behalf of which the application was filed is located. Example: Explain how your requested variance would not give you a special privilege in your use of the property in relation to the requirements imposed on adjacent and neighboring properties and on properties within the same zone classification. RESPONSE: See attached -justification. B. The variance is necessary because of special circumstances relating to the size, shape, topography, location or surrounding of the subject property in order to provide it with use rights and privileges permitted to other properties in the vicinity and in the zone in which the subject property is located. z.vrvirvu L.vut VAtt1ANUE AI'I'LR.. ATION Page 3 Example: Does a special property characteristic such as size, shape or topography, com- bined with the zoning code requirement, prevent you from using your property in the manner of adjacent properties or other like -zoned properties? Special circumstances should not be due to: 1) actions by past or present property owners (i.e., developing or subdividing property which results in an extremely difficult to build parcel) or paying more for.property than was justified by its development potential; or 2) actions which have already been compensated for (i.e., the State condemns a portion of land for 1 -5 construction and compensates the owner for the diminished value of the remaining parcel. RESPONSE: C. The granting of such variance will' not be materially detrimental to the public welfare or injurious to the property or improvements in the vicinity and in :the zone in which the subject property is situated. Example: Would granting your request cause any harm, injury, or interference with uses of adjacent and neighboring properties? (Consider traffic, views, light, aesthetic impacts, etc.) RESPONSE: ZONING CODE VARIANCF , ?LICATION Page 4 D. The authorization of such variance will not adversely affect the implementation of the comprehensive land use policy plan. Example: After a review of the City's Comprehensive Land Use Policy Plan, list any inconsistencies between your variance and the Plan's goals, objectives or policies. RESPONSE. E. The granting of such variance is necessary for the preservation and enjoyment of a substantial property right of the applicant possessed by the owners of other properties in the same zone or vicinity. Example: Without the variance, no uses for which your property is zoned (i.e., for a single - family residence or commercial site) would be possible. Without the vari- ance, rights of use of your property would not be the same as for other similarly zoned property. Describe other alternatives foruse of your property. 'Why were these alternatives rejected? RESPONSE. PROPOSED HEIGHT VARIANCE FOR THE TUKWILA COMMUNITY CENTER PROJECT Background Information Project And Site Description: REceivE OCT 5 1994 OE CppM ��Y �Nr The City of Tukwila is proposing to develop a 52,000 sq. ft. community center. Included - in the development will be parking and site improvements. The project site is a 12.8 acre _ parcel located on the shores of the Duwamish River, and is the current location of the Tukwila Pea -patch in Allentown. The subject property is zoned R -1, 7200. The site is essentially flat except for the steep banks of the Duwamish River. The site is bounded to the south and west by the Duwamish River. Across the river to the south is industrially zoned property currently part of the Gateway Development. • Across the river to the west is Interurban Avenue and Highway 599. Beyond that is residential and industrial zoned property currently undeveloped. The site is bounded to the north and east by a the Allentown Neighborhood of single family residences. The proposed community center will include a gymnasium, a fitness room, dance studio, racquetball courts, locker rooms, recreation offices, reception space, meeting and banquet spaces, arts and crafts spaces, and a senior adult activity center. In the preliminary design portions of the building exceed the 30 foot height limitation of an R -1 zone. The gymnasium has an average roof height of approximately 38 feet. The entry rotunda also has an average roof height of about 38 feet. The City of Tukwila is seeking a Zoning Code Variance to allow construction up to 38 feet within an R -1 zone. The design was selected through a design competition. Public input was solicited at public meetings, and the design was displayed to the public at Tukwila Days.. Public comment and support for the project and this design has been very positive. The design was selected by the Tukwila City Council, and this selection was supported by the Tukwila Park Board. The public, through direct contact, and through it's elected and appointed representatives, has expressed its strong and nearly unanimous support for this design. The proposed development will require a Conditional Use Permit, and will be subject to the requirements of the Board of Architectural Review. This facility is an important civic building, perhaps the most important built in Tukwila in many years. As the name community center implies it is planned as a central element to the Tukwila community. It is to be a place to meet, a place to learn and a place to recreate. The City of Tukwila is requesting a Zoning Code Variance to allow the height of the proposed facility to exceed 30 feet at the gymnasium and at the main building entry. Recommended clear ceiling height for the gym is 28 feet. When the roof structure is added to this it results in the 38 foot average roof height of the gym. The increased height at the entry is a design element which is needed to give the facility the sense of scale required for a building of this importance. This facility requires a certain scale of design to denote the "sense of place" and importance of the facility within the larger community context. The increased height at the entry is also needed to offset the height of the gymnasium, and clearly denote entry to users trying to understand where to go and how to use the facility. If the scale of these building elements are reduced to fit within the 30 foot height limitation the building design will suffer, and in a sense the community will then suffer as a result. The Center will serve as a central element in the City of Tukwila, offering the citizens a sense of pride in the community in which they live. The height of the gymnasium is needed for the use of the space as a fully functional multi- purpose space. The scale of the entry is an essential element in denoting the importance of the facility, and in directing the users to the main building entrance. Allowing the increased building height will not adversely affect the surrounding neighborhood. In fact the construction of the center is seen as a major enhancement to the neighborhood. The Allentown residential housing stock is generally in poor condition, and the new center will substantially upgrade the area. Since the proposed site is so large and the proposed building is placed near the center of the property, the increased setbacks and addition of improved open space will minimize any adverse impacts of building heights. Proposed setbacks as designed are 137 feet to the west property line, 304 feet to the east property line, 279 feet to the north property line, and 60 feet to the river on the south. Across the river to the south is the building height exemption area with potential future building heights of 110 feet. TUSTIFICATION A. The variance shall not constitute a grant of special privilege inconsistent with the limitation upon other properties in the vicinity and in the zone which the property on behalf of which the application was filed is located. Community centers are conditionally permitted in residential zones. However the height limitation is designed for single family residences which are not the same scale as a community center. Similar civic facilities such as schools very often exceed the•height limitation within residential zones. In fact Foster High School was recently granted a variance under similar circumstances. B. The variance is necessary because of special circumstances relating to the size, shape, topography, location or surrounding of the subject property in order to provide it with use rights and privileges permitted to other properties in the vicinity and.in the zone in which the property is located. Use of the Subject Site is restricted by the ground elevation in relation to the Duwamish River. Development codes require floor elevations to be a minimum of 1 foot above the FEMA 100 year flood level, with a strong recommendation to build a minimum of 2 feet above the 100 year flood level. Fema identifies 12 feet as the 100 year flood level at the Subject Site, so minimum recommended floor elevation is 14 feet. The existing elevation of the buildable portions of the site average between 16 and 19 feet. This limits the development options on the site to building up or recessing the building a maximum of 2 feet. The required development functions of the gymnasium can not be accommodated by recessing building elements into the ground 2 feet, and still getting under the 30 foot height limit. The gymnasium requires an interior height of 28 feet for optimal usage. This results in a building height in the range of 38 feet. Since the gymnasium can not be lowered more than two feet, a variance is the only option to achieve the required height. To use the site for a community center it is necessary to build to a scale consistent with size and importance of the facility. The Subject Site is large enough to absorb the increase scale without affecting surrounding properties. In fact the proposed design, if allowed, will enhance surrounding property values, and has received strong public support from the community. The gymnasium should be allowed to exceed the 30 foot height limitation because it requires a minimum interior ceiling height to accommodate sport functions. The entry design height should also be allowed to build to the same height as the gymnasium to . achieve the sense of scale required to denote entry to a building of this importance to the community. C. The granting of the variance will not be materially detrimental to the public welfare or injurious to the property or improvements in the vicinity and in the zone in which the subject property is situated. The construction of the Tukwila Community Center is planned to increase recreational opportunity in the community, as well as to offer programs to aid children, teens, and senior adults citizens. The aesthetic appearance and investment in the neighborhood should enhance surrounding property values. Because of the size of the subject site, and the siting of the facility near the center of the site, surrounding properties should not be adversely affected at all. The design of the proposed community center will be subject to review by the Architectural Review Board. The planned public use of the facility the opportunity to architecturally review the planned design are public benefits. The granting of the variance will result in an improved facility and is not detrimental to the public welfare or to the properties or improvements in the vicinity. Because of the size of the site, 600,000 square feet as opposed to the 7200 square foot size for which the • applicable development standards are designed, the proposed increased building height will not adversely affect surrounding properties. The minimum proposed setback from surrounding single family properties is over 300 feet, so the increased height will not affect any of the adjacent properties. . D. The authorization of such a variance will not adversely affect the implementation of the comprehensive land use policy plan. The proposed Tukwila Community Center when completed will enhance public recreational opportunities, and enhance public open space, used by all citizens of Tukwila. The facility will serve the surrounding residential community for use by families with children. The development of the site will include enhancement of the river bank and recreational improvements to the property. As such the overall development of the community center and surrounding site supports: NATURAL ENVIRONMENT, Goal 3; OPEN SPACE, G.oals 1,2 and 3; RESIDENCE, Objective 1, Policy 2, and Objective 3, Policy 7. E. The granting of the variance is necessary for the preservation and enjoyment of a substantial property right of the applicant possessed by the owner of other properties in the same zone or vicinity. The proposed Tukwila Community Center is allowed on the site under conditional use. The public's use of the Center will benefit if allowed to.exceed the 30 foot height limit, while no adverse impacts result. Other public facilities such as schools have exceeded the height limitation when building within similar zones. Without the variance the architectural and functional quality of the Tukwila Community Center will be diminished. Denying the variance will result in a hardship, not only on the applicant, but also on the public. Since the Tukwila Community Center is conditionally allowed on this site, and since a gymnasium is an integral part of a community center, and further since the recc mmended ceiling height for the gymnasium is 28 feet, the granting of this variance is necessary for the full use of the site as a community center. RESULTS OF SUB - SURFACE SURVEY AT TI3E ALLENTOWN PEA PATCH PROPERTY, STUKWILA,WASIIINGTON .. . . . BIISTORICAL RESEARCH ASSOCIATES, INC. • RECEIVED FEB 0 7 1995 COIVIMUNITY DEVELOPMENT Branch Office: 301 Doyle Building 119 ?inc Street Seattle, Washington 98101 (206) 343 -0226 • (206) 343 -0249 Fax . Home OtTce: P.O. Box 7086 504 Glacier Building 111 N. Higgins Ave. Missoula, Montana 59807 -7086 (406) 721 -1958 (4.06) 721 -1964 Fax Branch Office: Sunshine Bldg., Suite 307 110 2nd Street SW Albuquerque, New Mexico 87102. (505) 243-6299 RESULTS OF SUB- SURFACE SURVEY AT THE ALLENTOWN PEA PATCH PROPERTY, TUKWILA, WASHINGTON M Prepared for The City of Tukwila -620 Southcenter Blvd. Tukwila, Washington 98188 by Kris H. Wilhelmsen, M.A. HISTORICAL RESEARCH ASSOCIATES, . INC. 119 Pine Street, Suite 301 Seattle, WA 98101 November 5; 1993 HRA# 308 -CIS TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 NATURAL HISTORY OF THE REGION 1 2.1 Terrestrial Microenvironments 1 2.2 Aquatic Microenvironments 2 3.0 PREVIOUS RESEARCH IN THE PROJECT AREA 3 3.1 Archaeological Research in the Project Area 3 3.2 Ethnohistoric and Historic Research 4 4.0 DESIGN OF THE SUBSURFACE SURVEY 5 4.1 The Grid System 5 4.2 Justification of Subsurface Observation Technique 5 4.3 Systematic Non - aligned Survey Design 6 5.0 DESCRIPTION OF INITIAL FIELDWORK 6 6.0 DESCRIPTION OF SUBSEQUENT FIELDWORK 7 7.0 INTERPRETATION OF FIELDWORK RESULTS 7. 7.1 Distribution of Historic Cultural Remains .7 7.2 Distribution of Prehistoric Cultural Remains 8 8.0 CONCLUSIONS 8 9.0 REFERENCES CITED 10 i LIST OF FIGURES Figure 1. Plan Map of Project Area Figure 2. Topographic Map of Project Area 1.0 INTRODUCTION Historical Research Associates, Inc. (HRA) was retained by The City of Tukwila, Washington, to perform an archaeological resource assessment of the City's Allentown Pea Patch property. The property (Project Area) is currently being considered as an alternate site for construction of a community center with sports facilities, playgrounds, pedestrian pathways, parking areas, etc. Previous archaeological work in a small portion of the Project Area resulted in the identification of prehistoric deposits which have been determined to be eligible for listing in the National Register of Historic Places. HRA's work included: 1) reviewing background information on previous archaeological work, 2) implementing a field survey designed to identify any additional archaeological deposits in the Project Area, and 3) making recommendations for treatment of these remains in the future, should they be identified. 2.0 NATURAL HISTORY OF THE REGION The Project Area is located on the alluvial floodplain of the Duwamish River approximately 7 miles upstream from the mouth of the river. Given its close proximity to Puget Sound and upland environments the area has had access to the rich and varied resources of several microenvironmental zones both historically and prehistorically. A discussion of terrestrial microenvironments centers on vegetation patterns which form more or less stable and distinctive communities supporting and structuring floral and faunal communities. 2.1 Terrestrial Microenvironments According to Franklin and Dyrness (1973), the Puget Sound area is located within the Tsuga heterophylla zone, which represents the classic and maximal development of temperate coniferous forests in the world. Within the zone, however, many specialized habitats occur and several of these are represented in and around the Project Area. The uplands are moderately to heavily forested, with Douglas -fir (Pseudotsuga menziesii), western hemlock (Tsuga heterophylla), and western redcedar (Thuja plicata) comprising the dominant overstory species. Red alder (A1n.us rubra) and big -leaf maple (Ater macrophyllum) are deciduous components, being subordinate in forested habitats and dominant in disturbed areas. Bogs formed in ridge -top depressions are common features that support a variety of marsh and lacustrine plant and animal species. The vegetation on alluvial bottomlands ranges from forests to associations of semi - aquatic plants, depending on water table and drainage characteristics, elevation above the river level, and tidal influences. Thickets of deciduous trees and shrubs grow near river levees and former river channels and include willow (Salix sp.), birch (Betula sp.), vine 1 ' maple (Ater circinatum), red alder (Alnus rubra), crabapple (Pyres diversifolia), and western hazel (Corylus cornuta). Freshwater marshes are found along streams, particularly where a seasonally high water table or flooding inundates the ground surface. Fewer trees are supported in these poorly - drained and silty environments, and willow (Salix sp.) and alder (Ainus sp.) predominate. The main understory plants include hardback (Spiraea sp.), horsetail (Equisetum sp.), salmonberry (Rubus spectabilis), bull rushes (Scirpus sp.), salal (Gaultheria shallot?), and rose (Rosa sp.), while the main groundcover plants include sedges (Carer sp.), skunk cabbage (Lysichitunr americanum), black twinberry (Lonicera involucrata), lady fern (Athyriwn filex femina), and sweet gale (Myrica gale). Although the basic structure of these upland and bottomland floral communities was probably typical of the Duwamish floodplain prehistorically, the structure would naturally have altered towards the mouth of the river. Here the river would have emptied into a deltaic environment with tidal flat and salt marsh components. In these diurnally and seasonally inundated environments the plants are largely halophytic. The vegetation is dense and relatively uniform, being dominated by saltgrass (Distichlis spicata) and salt wort (Salicornia vitginica). The large mammals that occupied these microenvironments are known from ethnohistoric records and archaeological and palaeontological assemblages. Deer (Odocoileus sp.), elk (Cervus canadensis), mountain lion (Fells concolor), black bear (Ursus americanus), bobcat (Lynx rufus), and coyote (Canis latrans) occupied both upland and bottomlands (Campbell 1981). During the spring and fall, populations of browsing animals may have increased in bottomland environments due to the season increase of herbaceous growth. In the marshy habitats the mammalian fauna included raccoon (Procyon lotor), mink (Mustela visa?), otter (Lutra canadensis), beaver (Castor canadensis), and muskrat (Ondatra zibethica). 2.2 Aquatic Microenvironments The Duwamish River channel and adjacent aquatic environments support a complex of saltwater, brackish water, and fresh water resources. Although the river channels in the area provide a habitat for a variety of freshwater fish, the most important species exploited prehistorically was probably anadromous fish. Anadromous fish spawn in freshwater rivers where they concentrate on a seasonal basis, and are therefore subject more effective predation. Important anadromous fish include coho, sockeye, chum, and chinook salmon (Oncorhynchus kisutch, O. nerka, O. keta, and O. tschawytsch, respectively), cutthroat trout (Salnro clarkii), steelhead trout (Salmo gairdneri), Dolly Varden (Salvelinus nralnra), and eulachon (77raleichthys pacificus) (Campbell 1981; Thompson 1978). The relative importance of different species and the exact timing of the different runs is specific to each drainage, promoting the development of scheduled exploitation. Littoral environments differ with respect to substrate characteristics, wave action, and current patterns. Unfortunately, it is difficult to determine the value of these variables for Elliott Bay during prehistory and, by extension, the range of littoral microenvironments that might have been exploited. In this generally calm, low- energy environment, however, species of bivalves that may have been exploited include native oyster (Ostrea lurida), little- neck clam (Protothaca staminea), bent nose clan, butter clam, horse clam (Tresus capax), and basket cockle (Campbell 1981). Within the estuarine habitat where the Duwamish river enters Elliott Bay, there are fewer kinds and numbers of fish than in the bay itself. The most characteristic estuarine species likely to have been present prehistorically are the white sturgeon (Acipenser transmontanus) and silver smelt (Hypomesus pretiosus) (Campbell 1981). Important aquatic mammals included the harbor seal (Phoca vitulina), river otter (Lutra sp.), and several species of waterfowl. 3.0 PREVIOUS RESEARCH IN THE PROJECT AREA 3.1 Archaeological Research in the Project Area Recent archaeological research was conducted in the Project Area by Larson Anthropological /Archaeological Services (LAAS), Seattle (Larson et al. 1992; Lewarch et al. 1993), under contract to the Municipality of Metropolitan Seattle (METRO). In conducting a cultural resource assessment of METRO's proposed Alki Transfer /CSO Facilities project, LAAS identified historic and prehistoric resources in the southwestern portion of the Project Area (Figures 1 and 2). Three phases of fieldwork were conducted. Phase 1 was undertaken in 1992 to determine whether cultural deposits were present along a proposed pipeline corridor paralleling 42nd Avenue South. The work resulted in the identification of site 45KI431 consisting of shell- bearing deposits, fish and mammal bone, lithic artifacts, fire- modified rock, and charcoal (Lewarch et al. 1993:1). In 1993, Phase 2 was conducted to investigate a new alignment of the pipeline and to determine its relation to the cultural deposits identified during Phase 1. No potentially significant cultural deposits were identified during Phase 2. Finally, Phase 3 was conducted in 1993, to investigate the southern extent of the new pipeline alignment adjacent to the Duwamish River. Additional cultural deposits were identified as a result, allowing further delineation of the boundaries of Site 45KI431. The physical stratigraphy of the Project Area is interpreted by LAAS as comprised of a series of alluvial strata deposited during over -bank flood events (Lewarch et al. 1993:16). The alluvial deposits consist of discontinuous interbedded strata of sand, silty sand, and sandy silt. A minimum of five distinct cultural layers were observed at different depths between 30 to 150 centimeters and were probably deposited between flood events. The age of the cultural layers was estimated to be approximately 300 years BP (Before Present) on the basis of two radiocarbon dates. The first date was obtained from charcoal at a depth of 50 to 60 centimeters and is dendro - corrected to 300 BP with a range of 460 to 120 BP. The 3 second date was obtained from a depth of 140 to 150 centimeters and is dendro- corrected to 330 BP with a range of 480 to 300 BP. The boundaries of 45KI431 were identified through pedestrian surface survey and the systematic excavation of 50 x 50- centimeter shovel test units. Final boundary estimates, however, were based on the distribution of high and low density concentrations of cultural material below 30 centimeters. Thermally- altered rock encountered in the overlying 30 centimeters was considered to have been disturbed by historic agricultural activities such as plowing, and therefore unsuitable for estimating site boundaries (Lewarch et al. 1993). The following summary 'is taken from the LAAS report and indicates the potential significance of these cultural deposits to local and regional prehistory: Site 45KI431 deposits have vertical and horizontal integrity, with vertical stratification of cultural deposits and horizontal variation in artifact density. There is extensive evidence of multiple occupation episodes by fisher- hunter- gatherers over the course of at least 200 years and perhaps longer. The time of occupation represents the period directly before and, perhaps, during initial European contact in the region. The site is one of few extant sites reported in the Duwamish river drainage, none of which demonstrate this type of very low artifact density, seasonally reused, limited activity, special purpose site. Based on integrity of site deposits and the potential to contribute information important to regional prehistory, then, 45KI431 is probably eligible for nomination to the National Register of Historic Places (Lewarch et al. 1993:44 -45). 3.2 Ethnohistoric and Historic Research In addition to making recommendations about the potential significance of 45KI431 to local and region prehistory, LAAS investigated the historic and ethnohistoric use of the property in and around the Project Area. Although this information is summarized below, the reader should refer to Lewarch et al. (1993) for more detailed information of regional ethnohistory and history (see also Campbell 1981; Haeberlin and Gunther 1930; Reinartz 1991; Smith 1940; Waterman 1920). The Project Area is within the traditional territory of the Duwamish Indians, a group whose adaptation to local environmental resources included hunting, gathering, and fishing. The Duwamish occupied extended family villages associated with stretches of river in the Duwamish, Black, Cedar, and lower White River drainages. The settlement and subsistence of the Duwamish varied with the structure of available resources. During spring, fall, and summer, the winter village groups dispersed into smaller 4 family groups to hunt, fish, and gather plant foods for immediate consumption and storage for the following winter. Temporary settlements were systematically shifted among different microenvironments as various resources became abundant or available in particular locations. During the winter, the groups returned to their extended villages, which were used for many consecutive years. Few subsistence activities were carried out during the winter rainy season and most people stayed indoors or near the village except for occasional hunting forays. IHistorically, the Project Area has been used for various agricultural purposes . .{ beginning as early as 1854. In 1981, the King County Parks developed a portion of the property for use as a community garden with vehicle parking and restroom facilities. None of the property is currently under cultivation, except for a small area designated for community gardens. 4.0 DESIGN OF THE SUBSURFACE SURVEY 4.1 The Grid System After conducting background archaeological research, HRA's Research Archaeologist designed a subsurface survey technique that would 1) provide adequate coverage of the Project Area, and 2) determine the presence or absence of subsurface archaeological deposits. The Boundary and Topographic Survey Map prepared by Irwin Engineering (1992) was used as the HRA base map for survey design and subsequent field work. The permanent site datum established by LAAS was transferred to the base map, facilitating the extension of that company's original grid system across the Project Area. Thus, the grid coordinates used for provenience by LAAS and HRA are directly comparable and facilitate the comparison and analysis of distributional data generated by each. 4.2 Justification of Subsurface Observation Technique Bucket augers of 4 -inch diameter (auger probes) were judged an adequate technique for subsurface survey in the Project Area, based upon their previous use in the region. In the Pacific Northwest, archaeological sites containing shell - bearing cultural deposits are prevalent in coastal, deltaic, and riverine environments. These cultural deposits, referred to as shell nmiddens, have been successfully investigated using bucket augers to delineate their vertical and horizontal structure. Cultural material is determined by the presence of ,diagnostic artifacts or, more often than not, shell and shell fragments, charcoal, thermally - altered rock, and fish or mammal bones. At 451(I431, the cultural deposits have been found to contain all of these different materials (Lewarch et al. 1993:18). 5 ' thermally- altered rock, bone, plastic, metal, glass, and charcoal fragments. As these remains 6.0 DESCRIPTION OF SUBSEQUENT FIELDWORK Subsequent fieldwork was conducted on 25 October, 1993 along the bank of the river. The purpose of this work was to examine the contents and stratigraphy of large holes for the presence of cultural material. Previous research by LAAS demonstrated that the focus of prehistoric activity was along the river and, therefore, this additional work was also justified by their results. A total of six 50 x 50- centimeter shovel -test units (ST1 - ST6) were excavated in a southwest to northeast direction approximately 30 to 40 meters from the embankment of the river. Each unit was excavated to a depth of between 100 to 130 centimeters. Cultural material was observed in five of the six shovel -test units. 7.0 INTERPRETATION OF FIELDWORK RESULTS 7.1 Distribution of Historic Cultural Remains Historic cultural remains were found in auger probes at the extreme e`aste n end of the Project Area, along the river, and along the eastern boundary of 45K1431. At the eastern .) 7 end of the Project Area, artifact types recovered by screening include fragments of wire nails, red ceramic, window pane and bottle glass, bone, and non - diagnostic fragments. Most of this material was recovered from the upper 10 to 15 centimeters of sediment and much of it was burned. The evidence suggests that this area has been used recently for the disposal of refuse, which was burned either before or after deposition (Figure 1). The cultural remains found near the site and along the river were quite similar although very few of the artifacts were burned. Artifact types recovered include fragments of brick, ceramic (flower pots ?), windowpane glass, bottle glass, and non- diagnostic fragments. This material is mixed in the upper 30 centimeters of sediment due to recent agricultural activity. 7.2 Distribution of Prehistoric Cultural Remains Prehistoric cultural remains were found in shovel -test units along the eastern boundary of 45KI431 and along the bank of the river (Figure 1). Shovel -test units along the site boundary were excavated to 30 centimeters and cultural remains were found distributed throughout. Prehistoric artifacts recovered include thermally- altered rocks and non - diagnostic lithic fragments. These are thoroughly mixed with historic materials indicating the depth of agricultural disturbance. Prehistoric artifacts recovered in shovel -test units along the bank of the river also include thermally - altered rocks and non- diagnostic lithic fragments. The frequency of thermally - altered rocks is highest near the low- density boundary of site 45KI431 and, progressing eastward, quickly falls to zero. This evidence suggests that prehistoric activity along the riverbank was limited to the area generally defined by LAAS during testing phase research. 8.0 CONCLUSIONS Previous archaeological work in the Project Area resulted in the identification of prehistoric deposits which were determined eligible for nomination to the National Register. Subsequent fieldwork was conducted by HRA to determine whether other archaeological deposits were locate on property and, if so, to determine the vertical and horizontal extent. After reviewing background archaeological information, a systematic non - aligned survey was designed and implemented. This survey included the use of 4 -inch auger probes and 50 x 50- centimeter shovel -test units as subsurface observation techniques. Auger probes and shovel -test units were placed at higher densities along the river bank because previous fieldwork (Lewarch et al. 1993) had indicated that this was the focus of prehistoric activity, rather than farther away from the river. 8 Data generated from 65 auger probes and ten 50 x 50- centimeter shovel -test units were used in the subsequent analysis. Recent activity is reflected in high concentrations of historic artifacts in the extrem a tern�end of the Project Area, near the bank of the river. Prehistoric activity is reflected in high concentrations of thermally altered rock, and is generally confined to the area of 45KI431, previously investigated by LAAS. The Duwamish River floodplain is a relatively recent feature, however, and it is possible that cultural remains lie buried at a depth accessible only through extensive excavation using heavy equipment. In summary, HRA's background research has shown that 451(1431 lies within the Project Area, and has been determined eligible to the National Register (Lewarch et al. 1993). METRO is currently planning further archaeological research to mitigate construction - related impacts to this site. Results of the subsurface archaeological survey conducted by HRA do not indicate that other significant cultural resources are present within the Project Area. HRA therefore recommends no further cultural resource investigations, with the following caution: should cultural resources be encountered during construction - related activities, construction should be halted and the Office of Archaeology and Historic Preservation (206- 753 -4405) be contacted prior to resuming. 9 9.0 REFERENCES CITED Campbell, S.K. 1981 The Duwamish No. 1 Site: A Lower Puget Sound Shell Midden. University of Washington, Office of Public Archaeology, Research Report 1. Dunnell, R.C. 1983 Aspects of the Spatial Structure of the Mayo Site (15- JO -14) Johnson County, Kentucky. In, Lulu Linear Punctated: Essays in Honor of George Irving Quimby, edited by Robert C. Dunnell and Donald K. Grayson, pp. 109 -165. Museum of Anthropology, Anthropological Papers No. 72, University of Michigan, Ann Arbor. Franklin, J.F. and C.T. Dyrness 1973 Natural Vegetation of Oregon and Washington. USDA, Forest Service, General Technical Report PNW -8. Haeberlin, H. and E. Gunther 1930 The Indians of Puget Sound. University of Washington, Publications in Anthropology 4(1):1 -84. Irwin Engineering 1992 Boundary and Topographic Survey- Allentown Pea. Patch and Codiga Farm, City of Tukwila, WA. Prepared for Bruce Dees and Associates. Larson, L.L., D.E. Lewarch, and J.R. Robbins 1992 Alki Transfer /CSO Southern Transfer /Interurban Project Cultural Resources Assessment. Larson Anthropological /Archaeological Services, Seattle, Washington. Submitted to HDR Engineering, Bellevue, Washington, LAAS Technical Report #92 -10. Lewarch, D.E., L.L. Larson, J.R. Robbins, and P.S. Solimano 1993 Metro Alki Transfer /CSO Project Allentown Site (45KI431) survey and Evaluation. Larson Anthropological /Archaeological Services, Seattle, Washington. Submitted to HDR Engineering, Bellevue, Washington, LAAS Technical Report #92 -8. Reinartz, K.F. 1991 Tukwila, Community at the Crossroads. The City of Tukwila, Tukwila, Washington. Smith, M.W. 1940 The Puyallup - Nisqually. Columbia University Contributions to Anthropology 32. 10 • Thompson, G. 1978 Prehistoric Settlement Changes in the Southern Northwest Coast:, A Functional Approach. University of Washington, Department of Anthropology, Reports in Archaeology 5. Waterman, T.T. 1920 Puget Sound Geography. Ms. on microfilm, Suzzallo Library, University of Washington, Microfilm #A3435. n ;". 124th Street 0 ❑ o o • ❑ 1 ❑ ° ❑ . 0 0 ❑ ❑ -F. N ❑ o ❑ D y ' Q ❑ 0 C/) t b❑ . c O❑ • • • . 5' mi x _ - c . °. • • • • ❑ • y • -0 . o O ❑ o ' .. Refuse Dump(?) N • • _ • • • ° • 7 .O • ♦ . O s' 0 ❑ '• • • b • • • • 0 80 ❑ 0'• • • ■1'e` METERS • • c;1/4\ `0.:0.07 ❑ ❑ t:o ❑ ❑ • ■ • i • J� • 50 x 50 cm. Shovel Test Units O•''•.G ❑ ❑ Q • 4 Inch Auger Probes ❑ •.s • ❑ o ❑ - o ° ❑ LAAS: ❑ 50 x 50 cm. Shovel Test Units 0 1 x 1 Meter Test Units e Datum (0.ON/0.0E) Estimated Boundaries of 45KI431: • Structures High Density Fence Line Low Density Map of Project Area. 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[TAR ITAR i ..4 1 TAR 1TAR IBrick !Brick IND iND [ND Angular, Fragment Angular, Fragment Angular, Fragment Opalescent, Fragment Angular, Fragment Burned, Fragment Burned, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Amber, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Angular, Fragment Burned, Fragment Burned, Fragment Oxidized Sand Concretion Oxidized Sand Concretion Oxidized Sand Concretion Angular, Fragment Red, Fragment Red, Fragment Fragment Angular, Fragment Clear, Fragment 3 SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT RIVERBANK SLOPE STABILITY INVESTIGATION PROPOSED COMMUNITY CENTER SITE TUKWILA, WASHINGTON Submitted To: City of Tukwila 6300 Southcenter Blvd. Tukwila, Washington 98188 Submitted By: AGRA Earth & Environmental, Inc. 11335 NE 122nd Way, Suite 100 Kirkland, Washington 98034 -6918 December 1994 11-010006-00 05 COQ a RECEIVED DEC 1 9 1994 TUKWILA . PUBLIC WORKS OAGRA Earth & Environmental AGRA Earth & Environmental 7 December 1994 11-010006-00 City of Tukwila 6300 Southcenter Blvd. Tukwila, Washington 98188 Attention: Mr. Randy Berg, Project Manager AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington U.S.A. 98034 -6918 Tel (206) 820 -4669 Fax (206) 821 -3914 Subject: Subsurface Exploration and Geotechnical Engineering Report Riverbank Slope Stability Investigation Proposed Community Center Site - Tukwila, Washington Purchase Order Number 38646 Dear Mr. Berg: Presented herein are the results of the subsurface exploration and geotechnical engineering study completed by AGRA Earth & Environmental, Inc. (AGRA) relative to the riverbank slope stability investigation for the proposed community center site in Tukwila, Washington. The report presents stability considerations for the existing riverbank conditions, as well as conditions proposed as part of the site development. Verbal authorization to proceed with this study was provided by Mr. Randy Berg on 30 November 1994. Our work has been completed in general accordance with our confirmation of scope of work and cost estimate letter dated 1 December 1994. We appreciate the opportunity to assist you on this project. If you should have any questions, please do not hesitate to contact us at your convenience. Respectfully submitted, AGRA Earth & Environmental, Inc. David C. Williams Associate Engineering & Environmental Services TABLE OF CONTENTS 11 -010006 -00 1.0 SUMMARY 1 2.0 PROJECT DESCRIPTION 1 3.0 SITE CONDITIONS 2 3.1 Surface Conditions 2 3.2 Subsurface Conditions 3 3.3 Groundwater 3 4.0 CONCLUSIONS AND RECOMMENDATIONS 4 4.1 Slope Stability Assessment 4 4.2 General Regrading Considerations Maintenance Bench 5 4.3 Erosion Protection 6 5.0 CLOSURE 8 Figure 1 - Site and Exploration Plan Appendix A - Subsurface Exploration Procedures and Logs Appendix B - Laboratory Test Procedures and Results SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT RIVERBANK SLOPE STABILITY INVESTIGATION PROPOSED COMMUNITY CENTER SITE TUKWILA, WASHINGTON 11- 010006 -00 1.0 SUMMARY Construction of the proposed project is feasible with respect to the subsurface conditions encountered at the subject site. A brief summary of our findings, conclusions, and recommendations is presented below. • Our reconnaissance of the riverbank adjacent to the community center site disclosed areas which are interpreted to be stable and functioning well under existing conditions. The reconnaissance also disclosed portions of the riverbank, in the eastern portion of the site, where the slopes are oversteepened and active erosion at the river's edge is promoting soil Toss. • The slope stability analyses indicate that regrading will be necessary in the oversteepened, eroding portions of the riverbank in order to improve factors of safety regarding slope failure to acceptable levels. Erosion protection measures will need to accompany the regrading effort to prevent future erosion and slope degradation. • Rip rap erosion protection for the slopes in need of stabilization appears feasible above the vegetation line. Long term aesthetics, and wildlife habitat, of the areas to be mantled with rip rap can be enhanced by planting appropriate vegetation. This summary is presented for introductory purposes only and should be used in conjunction with the full text of this report. The project description, site conditions, and our detailed design recommendations are presented in the text of the report. The exploration procedures and logs are presented in Appendix A. Laboratory testing procedures and results are presented in Appendix B. 2.0 PROJECT DESCRIPTION The project site is located within the Earlington Park property located south of South 124th Street and east of 42nd Avenue South in Tukwila, Washington. The Duwamish River forms the southern property boundary. Development plans for the property include construction of a community center building with exterior amenities such as vehicle parking and access areas, sport courts, walkways, and landscaping improvements. Development plans may also include the construction of a 15 -foot wide bench along the river bank at an elevation 2 feet above the ordinary high water mark. Construction of the bench will require excavating into the existing riverbank slope. Development plans also include improvements to those portions of the riverbank in need of stabilization. Erosion protection measures below the vegetation line are also intended to enhance fish habitat. City of Tukwila 7 December 1994 11-010006-00 Page 2 The purpose of our investigation was to assess the need for riverbank stabilization, to identify shallow subsurface soil and groundwater conditions, to determine factors of safety relative to stability under existing and proposed conditions, and to provide recommendations for erosion protection. Our scope of work included a reconnaissance of surface features, a subsurface exploration, laboratory testing, engineering analysis, and report preparation. In the event that any changes in the nature, design, or location of the site improvements described herein are planned, the conclusions and recommendations contained in this report should be reviewed and modified, if necessary, to reflect those changes. This report has been prepared for the exclusive use of the City of Tukwila, and its agents, for specific application to this project in accordance with generally accepted geotechnical engineering practices. 3.0 SITE CONDITIONS The site conditions were evaluated for this study in November 1994. The surface and subsurface conditions are described below, while the exploration procedures and interpretive logs of the explorations are presented in Appendix A. The proposed site development and approximate locations of the explorations are shown on the Site and Exploration Plan, Figure 2. 3.1 Surface Conditions The proposed community center site is located within the Duwamish Valley and consists of a relatively level piece of land. The overall ground surface elevation of the site is approximately 20 feet (mean sea level datum). The south side of the site borders the Duwamish River for a distance of approximately 900 feet. The conditions along the river bank area were observed during a reconnaissance of accessible portions of the slope, as well as by viewing conditions from the opposite bank to the south. Figure 2, the Site and Exploration Plan, presents mapping designations for the river bank area based upon estimated slope inclination, vegetative cover, and evidence of erosion or slope instability. Based upon our observations, we have divided the slope along the river bank into three categories: Type A: Type B: Type C: Shoreline with vertical or near - vertical slopes, with active slope failure and little or no vegetation. Shoreline with vertical or near - vertical slopes with moderate to heavy vegetation and little or no active erosion. Shoreline with 1.5 - 2H:1V slope inclinations and heavy vegetation. No active erosion noted. City of Tukwila 7 December 1994 11-010006-00 Page 3 We observed the western, downstream portion of the river bank to consist predominantly of Type C slopes. This area was generally well- vegetated, of moderate inclination, and did not present surficial evidence of deep- seated or significant shallow slope instability. Portions of the river bank in this area were also mantled by rip rap and sand and gravel fill material. All of these characteristics, combined with most of this river bank interval being located on an inside curve of the river, are interpreted to be contributing to the apparent stability of the slope. Approximately the eastern 375 feet of the river bank contained variable slope geometry and degree of ground cover. We have designated on Figure 2 all three of the slope types in this area. The presence of oversteepened slopes with little or no vegetation, and no surficial rip rap or granular soil armor, is of particular significance to the proposed community center development. Three distinct portions of the river bank were noted to be undergoing active erosion at the toe of slope by the river. This erosion, and active soil sloughing, have resulted in oversteepening of the slopes, followed by subsequent downslope soil displacement from the area above the toe. We observed these areas of active erosion to be fresh at the time of our site visits. The erosion will continue unless mitigated, in our opinion. 3.2 Subsurface Conditions Subsurface conditions were evaluated by 2 borings, B -1 and B -2, and 1 hand auger exploration, HA -1, advanced for this study, as well as by reviewing the GeoEngineers, Inc. report for the community center site (File No. 0259 - 021 -R01, November 1993). The site is underlain by loose to medium dense alluvial sand and silty sand. Some thin horizons of soft silt and sandy silt were interbedded with the sand. Subsurface soil conditions appear to be relatively uniform across the site. However, fill soils were encountered along the western portion of the site. A two foot thick layer of fill, which consisted of gravelly sand, was disclosed at the surface by boring B -2. Hand auger HA -1, advanced on the riverbank slope, disclosed a 1 foot layer of 4 to 6 inch quarry spalls at the surface. The quarry spalls mantled a 1 foot thick layer of the gravelly sand fill. Native alluvial sands were then found beneath the fill soils at a depth of 2 feet. Visual observation of soil exposures along the river bank disclosed soils consistent with those encountered in explorations located on the upland portion of the site. 3.3 Groundwater Groundwater, in the form of saturated soils observed while advancing borings B -1 and B -2, was encountered at depths of approximately 13 to 16 feet below existing grade. Groundwater levels for the site and vicinity, as described in the GeoEngineers report, were in the range of 10 to 12 feet below existing grade. Soil mottling suggests that periodic groundwater levels in the range of 7.5 to 10 feet in depth may occur. It should be noted that groundwater levels are likely to fluctuate due to variations in river level, precipitation, irrigation, site utilization, and other factors. City of Tukwila 7 December 1994 11-010006-00 Page 4 4.0 CONCLUSIONS AND RECOMMENDATIONS Proposed site improvements along the riverbank include stabilization of areas in need of improvement, the possible construction of a 15 -foot wide bench at an elevation 2 feet above the ordinary high water mark, and erosion protection. We understand that the exact location of the bench area along the riverbank has yet to be determined, and that it may not extend along the entire riverbank, but rather, be located in those areas where the need for potential future maintenance is considered necessary. We understand that the maintenance bench will be utilized on a periodic basis (perhaps once every two years) to allow equipment access for riverbank maintenance. The bench area is to be planted with vegetation which could be mowed or cut as needed to provide temporary equipment access, but still provide erosion protection. Development plans also include erosion protection improvements below the vegetation line, as necessary. These erosion protection measures are to include large woody debris intended to improve fish habitat. Our field reconnaissance identified portions of the riverbank which have been interpreted to be stable under current conditions in their present configuration. However, portions of the riverbank were observed to be undergoing severe erosion. Our analyses indicate that adequate factors of safety against slope failure can be achieved through regrading the distressed areas along the river. This regrading could include construction of the maintenance bench, if necessary. The incorporation of appropriate erosion protection features, based upon proven design and experience, is anticipated to yield satisfactory results. Given the nature of the overall site development, the cost of the project, and the cost of potential future remedial repairs, we recommend that the City evaluate all options when selecting erosion protection and fish /wildlife habitat enhancement improvements. Presented below are our conclusions and recommendations regarding the need for bank stabilization, excavation and grading, and erosion protection. 4.1 Slope Stability Assessment Section 3.1 describes conditions observed along the riverbank area during our field reconnaissance in November 1994. The reconnaissance disclosed that most of the riverbank area appears to be stable, this due to the relatively shallow slope inclinations, some protective granular fill material and rip rap surfacing, and well - established vegetative cover. Some areas along the eastern portion of the riverbank are interpreted to be in need of stabilization efforts due to their oversteepened condition, sparse vegetation, lack of protective rip rap, and ongoing erosion. We analyzed slope stability through two cross sections along the riverbank. Section A -A' was located in the eastern portion of the riverbank area and is representative of an oversteepened area currently being eroded by the river. Section B -B', located farther to the west, is City of Tukwila 7 December 1994 11-010006-00 Page 5 representative of an area which features a moderate slope, partial armor cover, and well established vegetation. The cross section locations are shown on the Site and Exploration, Figure 2. Stability at these two locations were analyzed by Bishop's method, utilizing the PC -SLOPE computer program. The stability under existing slope configurations was analyzed, as well as a proposed configuration incorporating a regraded slope in order to establish a stable configuration at Section A -A'. Groundwater conditions were assumed to be at a maximum elevation of 8 feet, with rapid drawdown effects taken into consideration. A summary of the factors of safety for the sections analyzed is presented below. SUMMARY OF PRELIMINARY SLOPE STABILITY ANALYSIS SECTION CONDITION FACTOR OF SAFETY A -A' A -A' B -B' Existing Proposed Existing 0.8 1.3 1.1 to 1.3 Note: The calculated factor of safety is influenced by the groundwater levels, as well as buttressing effects of rip rap. As the summary above indicates, section A -A' along the eastern riverbank area is currently in what should be considered an unstable condition, and further slope degradation should be anticipated. The factor of safety against slope failure could be improved by regrading the slope to a shallower inclination. Fortunately, the possible riverbank regrading for the maintenance bench provides an opportunity to flatten the oversteepened slopes, provide erosion protection, and improve slope stability. The analyses indicate that Section B -B', which may be considered representative of the existing slope areas which are not oversteepened, possesses an adequate factor of safety under current conditions. Potential regrading in currently stable areas could be done in such a fashion as to produce acceptable factors of safety, also. 4.2 General Regrading Considerations - Maintenance Bench Plans to regrade all, or portions, of the riverbank area to create a 15 -foot wide bench at 2 feet above the ordinary high water mark will require excavating into the existing bank area. We would anticipate that very little fill placement, if any, will accompany the construction. The borings advanced for this study, and explorations by others, disclosed loose silty sand and soft sandy silt to underlie the site. We expect that the excavation could be completed with conventional earth moving equipment. City of Tukwila 7 December 1994 11-010006-00 Page 6 We recommend that the slope extending upward from the bench area be excavated at an inclination no steeper than 2H:1V (Horizontal:Vertical). The base of the slope should be compacted by track walking with a bulldozer operating up and down along the fall line of the slope. This will help reduce soil erosion on the slope until such time as vegetation is established and until slope protection measures are implemented. It should be noted that the riverbank soils will be highly susceptible to disturbance by flowing water. Consequently, we recommend that grading be accomplished during the summer and early fail months when the weather is typically better. Also, a protective berm should be established along the top of the slope such that surface water on the upper, flat portion of the community center site is not directed down over the face of the riverbank. We understand that the maintenance bench will be periodically used for equipment access along the river. At the time this report was written, it was not clear whether only tracked equipment only, or also wheeled vehicles, would be expected to utilize the bench. We recommend, as a minimum, that the maintenance bench subgrade, be compacted to at least 90 percent of the modified Proctor maximum dry density (ASTM:D -1557) to a depth of 12 inches below the bench surface. 4.3 Erosion Protection It is our understanding that nominal flow velocities in the river adjacent to the community center site average approximately 5 feet per second (fps). However, short term velocities associated with high river levels are reportedly anticipated to be in the range of 12 fps. Due to tidal influence, frequently the river level is quite low, and upstream flow actually occurs, also. Even though the flow velocities may be considered relatively low over much of any given time span, it is our opinion that the erosion protection measures selected for the riverbank area should be based upon the maximum anticipated flow velocities. The incorporation of the erosion protection measures which are adequate to protect the riverbank during nominal flow could provide short term protection under increased flows. However, some erosion and damage to the shoreline should be expected. In the event that the type of erosion protection typically required to accommodate flows in the 12 fps range is considered undesirable, then the City should clearly identify the potential risk to community center facilities which could be impacted by severe bank erosion attendant with higher river levels and high velocities. A well established vegetative cover may be successful in preventing erosion with river velocities up to approximately 5 fps. 8 fps is considered the upper velocity limit for "bioengineered" vegetation /soil systems which incorporate appropriate plantings and specifically constructed slopes designed and constructed with specific erosion mitigation goals. Flow velocities in excess of 8 fps generally require, as per standard practice, the application of rock rip rap, or other "hard" surface treatments, such as interlocking pre -cast concrete blocks, or rockfill mattresses. Rip rap is one of the most effective and common City of Tukwila 7 December 1994 11- 010006 -00 Page 7 methods of bank protection, and it is applicable under most conditions where bank erosion occurs. Rip rap possesses the virtues of being able to settle and conform to a slope surface, and vegetation can become established through the rock above the waterline. It is our recommendation that slope protection be considered for areas identified on the Site and Exploration Plan, Figure 2, as "Type A" and "Type B ". These portions of the riverbank were observed to have oversteepened slopes, little or no vegetative cover, and minor to severe erosion. In addition, any areas which are regraded in order to construct the 1 5-foot wide maintenance should also be protected by new erosion mitigating improvements. It is our recommendation that rock rip rap meeting the quality criteria presented in section 9- 13.1 of the Standard Specifications for Road, Bridge, and Municipal Construction (Washington State Department of Transportation - WSDOT) be utilized. We recommend that the rip rap section be 2 feet in thickness, and extend to 2 feet above the design high water surface. The maximum individual stone size should be 24 inches, with a medium stone size of 16 inches, and a minimum stone size of 4 inches. The surficial rip rap blanket should be underlain by a 6 inch thick graded filter. It may be feasible to alternatively install a geotextile fabric beneath the rip rap instead of a graded filter. However, placement of the geotextile may hinder subsequent vegetation growth through the rip rap. The rip rap section described above is anticipated to provide adequate erosion protection given the anticipated 12 fps maximum river velocity. It may be possible to reduce the rip rap size and section thickness provided that appropriate vegetative planting is initiated to complement the rip rap placement. From our observations of other portions of the riverbank adjacent to the community center site, as well as along other portions of the Duwamish River, it is apparent that the combination of rip rap and vegetation effectively reduces the erosion potential. However, the establishment of a detailed combination of rip rap and planting was beyond the scope of this study. We recommend that a specialist familiar with soil bioengineering be consulted in order to develop a plan for combining rip rap and reinforcing vegetation ground cover installation. We understand that fish habitat enhancement is desired for the area below the surface vegetation line. This fish habitat enhancement is anticipated to include the emplacement of large woody debris in order to provide shade and resting spots for fish. It would be feasible to install root wads with attached trunk sections below the vegetation line by anchoring them in place with rip rap and boulders, in our opinion. Regular monitoring of the shoreline is recommended subsequent to placement of the woody debris in order to determine whether its placement alters shoreline flow patterns sufficiently to initiate toe erosion. River flow redirection due to the presence of large woody debris can be a major factor in redirecting the potentially erosive flows, possibly causing lateral migration of the shoreline and degradation of the slopes above. City of Tukwila 7 December 1994 11-010006-00 Page 8 Areas described on Figure 2 as "Type A" and "Type B" are recommended for regrading and stabilization as part of site development. The successful utilization of the regraded and vegetated or rip rapped slopes in these areas will depend on adequate protection of the toe of the slope against erosion. Consequently, it will be necessary to protect the toe of the slopes with the rip rap section described above. The installation of root wads and trunks with the rip rap installation could be accommodated in these areas. As described previously, it will be necessary to anchor the trunk portion of the large woody debris, within the rip rap, and also use large boulders to assist in providing an anchorage function. These areas should be considered especially susceptible to erosion due to the non - uniformity of the riverbank. We observed backflow and eddies below the most severely eroded slopes. Consequently, erosion protection below the vegetation line will need to complement the erosion protection efforts implemented on the slope above the vegetation line. 5.0 CLOSURE The field investigation and engineering analyses identified riverbank areas which have been interpreted to be stable under existing conditions, as well as areas which are currently unstable and in need of improvement. Regrading the distressed areas appears to be feasible, from the geotechnical perspective, in order to stabilize these areas. The regrading effort will need to be accompanied by the placement of appropriate surfacing to minimize future erosion. Additional slope stability analyses may prove beneficial as the City and its designers work out the improvement alternatives for the riverbank area. It is our opinion that the City would benefit from efforts intended to clearly determine the range of flow velocities in the river, and the frequency of flow variations, as part of the decision making process regarding the type and extent of erosion protection measures to be implemented. This process may include discussions with the Corps of Engineers and a review of their records. A river is a dynamic environment which has the potential to exhibit erratic behavior in terms of flow variation, shifts in flow direction within the channel, and presents the opportunity to migrate laterally. These river characteristics hold true even for those which have some degree of flow control afforded by an upstream dam. The process of planning and implementing the potential improvements along the riverbank would also benefit, in our opinion, from a review of historical aerial photographs which cover the Duwamish River system. It may be possible to establish an order of magnitude regarding past channel migration. We feel that this information would help the City assess the level of risk associated with construction close to the river. Subsequent design decisions could reflect the level of risk considered acceptable by the City. City of Tukwila 7 December 1994 11- 010006 -00 Page 9 We appreciate the opportunity to present this report for your review. If you should have any questions, please do not hesitate to contact the undersigned at your convenience. Respectfully submitted, AGRA Earth & Environmental, Inc. 417./ / A Ara.J i iam J. ockard Senior Staff Geologist David C. Williams Associate ..ZIA WAS/444411 `r-) John E. Zipper, P.E. Senior Associate DCW /JEZ /lad !estt ;; .9 ZsT [EXPIRES 1 /24/9r-1 s I L izT S� 1 6800->i, 4 'J x� —I 'PO ∎!P3ISTS? S r (tSL' 1hic ST Ty S 133RD 4, F f g w 0AGRA Earth & Environmental 11335 NE 122nd Way, Suite 100 Kirkland, Washington, U.S.A. 98034 -6918 5 1515T sr ST s1s1sTS150THsr 22 R\DYK w.o. 1110008 DESIGN DCW DRAWN DMW DATE DEC 1994 SCALE N.T S U '^ sr 23' -' f , T /rev TUKWILA COMMUNITY CENTER TUKWILA, WASHINGTON LOCATION MAP FIGURE 1 •••.•n.Od Q!<'1i Mtn I �----- -- --- --- ---- - --- -- -yamp- - — �'-- ---- --- --- ---- - --- -• O tdye .uny 111e a1 Cmt Yt•• Net found - f HMde/ y" {L, - - - _ _,r —; t ; - t ; - --- - - - ;,J_ SntWdM� - _ 1� _ - i _ ��+� �� .r• U ` fi a r.. _ "" - 3 1 - - .- ' ▪ 1 -r-� == = -17=, = 4 4 HI d• ; (— - I• , i = UO.eS CI eu• 'e'er :SO.7o tt alto •, CC Mlen �'- I I _ (• Vtltr :5000 1 1 � 1 -�_ 1 1 301' I 1 ; 1 4 '] wa . N e97 Y:.' .25.00 fence Stoo N e942.1. • W 100 00 \ t7 \g. 49 F•i r 'OM e. i N. Cool '`r; �on 141,, rt0 ✓ C.lncn - �.. 1 10-.10!• \ ••• T:o_ e a.: 1.' tol�� %/11, ew•••de•) 1.ne unto.. w:l 101 1:. op r20 Kelp C/..-tµ Rt • tow n • rco •t 10 •1• 1 le rn •, 11 i I I I I IN .r„ ,. q•. of If \ \i >.i�ait w • .a Len'! L•lenoi et]o••C u••11. I- rent ` Bt••te]lr� Ste '1eN inn 5•tt�, B�T ��/ err V2 1 tI, • J DRAWING BASED ON PLAN BY IRWIN ENGINEERING. INC, DATED 10/ 17/94. N •l A' //AGRA Earth & Environmental 11335 NE 122nd Way, Suite 100 Kirkland, Washington, U.S.A. 98034 -69' , COP AW". ' _r Iwell ;00 1 1 — — — 17:4?1, • - g 124th Street WO ! /11 S 41r: 251:1 ea N fir t 7Te. L 0.10, F 4LL fi • aS oo Cr. C4Itit ! 5 •,st • I' • • • Cost :ovt fqcsoct SystePwtch — _ m? \ • /1 wit., / Amt. _ rlatto% iA.0 ,■; _ 4„1,_ €125tb Street — — / I , . Ek.,000, L., Lt milzw. Mat VO■ t.T. P9 MO /* ''' A/ e'' Itioq Cett.fy. MI t • V° 511,;........"...+,. )0% :T.:, . .:„...„:„ ...,, s :1; 11 • it A' 19 2 .3 9:044 ;3 A. ile.tOwn ■47 •oe., C41 M 12.J .E.0 711 B-2 0 Is 80 160 SCALE IN FEET --------- • LEGEND BORING NUMBER AND APPROXIMATE LOCATION B-7 TEST PIT NUMBER APPROXIMATE LOCATION (GEOENGINEERS. NOV. 1994) HA-1 A HAND AUGER NUMBER AND APPROXIMATE LOCATION B B' tiDESIGNATION AND APPROXIMATE LOCATION OF GENERALIZED SLOPE PROFILE TYPE A SHORELINE WITH VERTICAL OR NEAR VERTICAL SLOPES, WITH ACTIVE SLOPE FAILURE AND LITTLE OR NO VEGETATION TYPE B SHORELINE WITH VERTICAL OR NEAR VERTICAL SLOPES WITH HEAVY VEGETATION AND LITTLE OR NO ACTIVE EROSION TYPE .0 111111 SHORELINE WITH 1-1/2-2H:1V SLOPE INCLINATIONS AND HEAVY VEGETATION. NO ACTIVE EROSION NOTED OAGRA Earth & Environmental 11335 NE 122nd Way, Suite 100 Kirkland, Washington, U.S.A. 98034-6918 WO. 1110008. DESIGN Dew DRAWN DMW DATE DEC 1994 SCALE NOTED TUKWILA COMMUNITY. CENTER TUKWILA, WASHINGTON SITE & EXPLORATION PLAN FIGURE 2 A 20 - 10- -10 20 B -1 ? - - -9 ? - - -L ?- f- SOFT SILT WITH SOME SAND B 10- -10 9- - ?— — B- 2 — 4 — 4 — 8 — 6 —8 — 6 LOOSE, MOIST, SILTY, FINE SAND - — ?— —? — ?- - -? —10 GROUND SURFACE LOOSE TO MEDIUM DENSE, SATURATED, FINE TO MEDIUM SAND WITH SOME SILT 4 " -6" RIP RAP (FILL) — 7 LOOSE, MOIST, BROWN, N SAND WITH SOME SILT N N —5 — 6 — 3 =8_ LOOSE, SATURATED, SAND WITH TRACE TO SOME SILT HA -1 - ?- - - ?--_ — 9 - - ? — — ?— SOFT, TAN SILT WITH SOME SAND MEDIUM DENSE, MOIST GRAVELLY SAND. (FILL) 1 1 NOTES: THE STRATA ARE BASED UPON INTERPOLATION BETWEEN EXPLORATIONS AND MAY NOT REPRESENT ACTUAL SUBSURFACE CONDITIONS. SIMPLIFIED NAMES ARE SHOWN FOR SOIL DEPOSITS, BASED ON GENERALIZATIONS OF SOIL DESCRIPTION. SEE EXPLORATION LOGS AND REPORT TEXT FOR SOIL DESCRIPTIONS. SOURCE: TOPOGRAPHY BASED ON PLAN BY IRWIN ENGINEERING, INC., DATED 17 OCTOBER 1994. •AORA Earth B Environmental c 11335. N.E. 122nd Way, Suite 100 c Kirkland, WA, U.S.A. 98034 -6918 GROUND SURFACE LOOSE, MOIST, SILTY, FINE SAND E TO MEDIUM DENSE, 4TED, FINE TO MEDIUM a WITH SOME SILT A' 4 " -6" RIP RAP (FILL) HA -1 MEDIUM DENSE, MOIST GRAVELLY SAND (FILL) )RATIONS AND MAY NOT 4ES ARE SHOWN FOR SOIL SEE EXPLORATION LOGS 17 OCTOBER 1994. LEGEND B-2 — 37 STANDARD PENETRATION TEST. BLOWS PER FOOT —Y. WATER LEVEL AT TIME OF DRILLING 0 10 20 APPROXIMATE SCALE IN FEET (HORIZONTAL AND VERTICAL) •AGRA Earth & Environmental 11335 N.E. 122nd Way, Suite 100 Kirkland, WA, U.S.A. 98034 -6918 W.O. 11 -10006 DESIGN WJL DRAWN MJF DATE DEC 1994 SCALE 1 " =10' TUKWILA.COMMUNITY _.CENTER TUKWILA, ; WASHINGTON GENERALIZED SUBSURFACE SLOPE: PROFILE FIGURE' ` 3 A EARN & ENVIRONMENTAL. INC DRAWING NO. t11 \16086\X- S- A.DVA APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS APPENDIX A FIELD EXPLORATION The field exploration program conducted for this study consisted of advancing a number of test borings, advancing a hand boring, and performing a visual reconnaissance of the riverbank areas. The approximate exploration locations are illustrated on the Site and Exploration Plan, Figure 2. The exploration locations were obtained in the field by hand -held compass and taping from fixed site features shown on a plan dated 17 October 1994 and prepared by Irwin Engineering, Inc., provided by KPFF Consulting Engineers. Elevations of the explorations were obtained by interpolation between contours indicated on the above mentioned site plan with respect to their locations. The locations of the explorations should be considered as accurate as the degree implied by the method used. Hollow Stem Auger Borings 2 borings were drilled on 5 December 1994 by a local exploration drilling company under subcontract to our firm. The borings were drilled by advancing a 2.5 -inch inside diameter hollow -stem auger with a portable drill rig. During the drilling process, samples were generally obtained at 2-1/2 foot depth intervals. The borings were continuously observed and logged by an engineering geologist from our firm. Disturbed samples were obtained by using the Standard Penetration Test procedure as described in ASTM:D 1586. This test and sampling method consists of driving a standard 2 -inch outside diameter, split barrel sampler a distance of 18- inches into the soil with a 140 pound hammer free falling a distance of 30 inches. The number of blows for each 6 -inch interval is recorded. The number of blows required to drive the sampler the final 12 inches is considered the Standard Penetration Resistance ( "N ") or blow count. The blow count is presented graphically on the boring logs in this appendix. If a total of 50 blows is recorded within one 6 -inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or "N" value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils. A single hand auger exploration was advanced at the approximate location shown on Figure 2. The exploration consisted of advancing a 3 -inch diameter hand auger, and observing bulk soil cuttings retrieved as the boring was advanced. The boring Togs presented in this appendix are based on the drilling action, inspection of the samples secured, laboratory results and field logs. The various types of soils are indicated as well as the depths where the soils or characteristics of the soils changed. It should be noted that these changes may have been gradual, and if the changes occurred between sample intervals, they were interpreted. • Tukwila Community PROJECT: Center w.o. 1 1- 10006-00 BORING NO. 1 SOIL DESCRIPTION N "•-• Approximate ground surface elevation: 20 feet - 0 — 10 - 15 - Loose, moist, dark brown, silty, fine SAND Rust mottling noted Soft, saturated, rust mottled gray, SILT with some fine sand Loose to medium dense, saturated, gray to black, fine to medium SAND with some silt S-1 S-2 S-3 S-4 2 ;15 I STANDARD PENETRATION RESISTANCE 1 Page 1 8 t....t. A Blows per foot 1 of 1 3 3 0 10 20 30 40 °TESTING .1 I i I T y S-5 ATD S-6 S-7 T • - 20 - - 25 - 30 - Boring terminated at approximately 19 feet T . L LEGEND I2-inch OD split-spoon sample 3E Groundwater level AID at time of drilling Grain size analysis 200 wash (percent fines shown) 10 20 30 40 I I Plastic limit Natural Liquid limit • I MOISTURE CONTENT 0 AG R A Earth & Environmental 11335 NE 122nd Way, Suite 100 Kirldand, Washington 98034-6918 Drilling started: 05 December 1994 Drilling completed: 05 December 1994 Logged by: WJL • Tukwila Community PROJECT: Center W.O. 11-10006-00 BORING NO. B-2 SOIL DESCRIPTION •-• Approximate ground surface elevation: 20 feet - 5 - - 10 - - 15 - os■•■■=.0" Soft brown,,SLLT with some sarLd Medium dense, molst. gravelly, fine to medium SAND (RIO Loose, moist, brown, fine to medium SAND with some silt Increasing silt content Rust mottling observed Decreasing slit content 1 Soft, wet to saturated, tan with rust mottling. SILT with some fine sand Loose, saturated, black, fine to medium SAND with trace to some silt S-1 S-2 S-3 S-4 S-5 S-6 Mr ATD S-7 ISTANDARD PENETRATION RESISTANCE Blows per foot o 1 0 A 20 30 40 1 - 20 - Boring terminated at approximately 19 feet - 25 - - 30 — LEGEND I2-inch OD split-spoon sample Groundwater level AID at time of drilling Page 1 of 1 °TESTING " • ' • 10 Plastic limit 20 30 40 40 MOISTURE CONTENT • i I Natural Liquid limit 0 AG R A Earth & Environmental 11335 NE 122nd Way, Suite 100 earldand, Washington 98034-6918 Drilling started: 05 December 1994 Drilling completed: 05 December 1994 Logged by: wk Depth (feet) 0.0 - 1.0 1.0 - 2.0 2.0 - 3.0 HAND AUGER BORING LOGS Soil Classification 11- 010006 -00 Hand Auger Boring HA -1 Approximate ground surface elevation: 12 feet Quarry spalls, 4 to 6 inch diameter (Fill) Medium dense, moist, tan, gravelly, medium to coarse SAND with trace silt (Import Pit Run Fill) Loose, wet, brown, silty, fine to medium SAND (Alluvial Deposits) Hand auger boring terminated at approximately 3.0 feet Date excavated: 5 December 1994 Logged by: WJL APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS APPENDIX B LABORATORY TESTING PROCEDURES A series of laboratory tests were performed during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Visual Classification Samples recovered from the exploration locations were visually classified in the field during the exploration program. Representative portions of the samples were carefully packaged in watertight containers and transported to our laboratory where the field classifications were verified or modified as required. Visual classification was generally done in accordance with the Unified Soil Classification system. Visual soil classification includes evaluation of color, relative moisture content, soil type based on grain size, and accessory soil types included in the sample. Soil classifications are presented on the exploration logs in Appendix A. Moisture Content Determinations Moisture content determinations were performed on representative samples obtained from the explorations in order to aid in identification and correlation of soil types. The determinations were made in general accordance with the test procedures described in ASTM:D -2216. The results of the tests are shown on the exploration Togs in Appendix A. Grain Size Analysis A grain size analysis indicates' the range in diameter of soil particles included in a particular sample. Grain size analyses were performed on representative samples in general accordance with ASTM:D -422. The results of the grain size determinations for the samples were used in classification of the soils, and are presented in this appendix. 100 90 8o 20 10 0 GRAIN SIZE DISTRIBUTION SIZE OF OPENING IN INCHES 36' 12" 6' 3" 1 1/2' 3/4" 3/8' U.S. STANDARD SIEVE SIZE 4 10 20 40 60 100 200 l 1 1 j HYDROMETER 1000 00 100.00 1000 1.00 0.10 GRAIN SIZE IN MILLIMETERS 0.01 0.00 BOULDERS COBBLES Course 1 Fine Coarse Medium I Fine Sift ( Clay GRAVEL SMID FINE GRAINED Exploration B -1 Sample Depth Moisture Fines Soil Description S-4 10' 10% 20% Silty SAND Project: Tukwila Community Center Work Order: 11- 10006-00 Date: 12 -6-94 OAGRA Earth & Environmental 11335 NE 122nd Way Suite 100 Kiridand, Washington 98034 -8918 NUJ CqD,D° �.p•C �•o.Rc,f _ PP Vff FL SOUL ._ s•fni.. fru-MPI . 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I , , . • : 1 I . , r• i 1 1I I , : i I ! , I I I ; I , . 0.03 0470 OHO 043 040 1403 1423 140 040 0+20 040 040 040 1400 1 20 1.40 040 0+20 040 040 040 140 1420 440 040 0420 0+40 040 040 1403 1.20 r; CROSS-SECTION 11 20 CROZ-SECTION 9 20 • • • - ; CP21.123 • C/C65-SECTION 10 1 i 20 _•-t I ___1 ----- --------i--. 7 I ..../ I 3 ! 1 441 • I I .• 1 I 04 24? ----- 40 16 ----- . DOST11, MVO I • 5- I ' I 0.00 0420 0440 040 043 140 1+20 4440 043 0479 134395-SECTICIII 14 , 1 I 1 0115111611Cs. 04440 0440 4400 1400 1440 CAOSS-SECTIC41 15 CMS-5E011C9I 12 1101 UST MIL SWILL VA 4•1111-01/0 0317 =mum 'mom. mat 1109 MKT _ 1.01E1 2011 L)?.1 EJI RIVERB ANK— — aft 31020 0.4 NarC1,44_54140 AEU 6 i 5 2 9 13 2 2 14 _ftv.c.crt _ _ eee bathe. - - - __ 6;:7. "- L 1 I .4.7._ 1 1 1 I 1 i 1 1 -- .. r;• ,. •-• -... 7 Lt r / .1 , 1 OISPOSAL SITE MR F - - J 2. ' WW1 TAKE 1191211111.1. 1 — . . \ (11191SC 11 DINOLOPIAL12), 1 , 4, in___i •, --., , 1 $ 1 .1) , ••• ,f. • - 1 \ .,.• / 1•004 ,e,.,•.t--c,\.-. --,------2---.,.. .. ,,,,,.,„,„„ ,.. ,,,, -:• , , , / .. — ' '1> '' \ :\ -------” -- : \‘` •\ \'\, 111.' .\ •.... \,,,, IS 940 IJ .00 row 0.o.1 • .10 1,1,..1 .111.11. 193101 ASPOOLT 9910/1 0 s S. PAM DONN CUITAu. E NOM OnovV, 0, land Roo•vof or Tat &rondo, .of 000.0. I7evon....en0 rttIs C4.1,11.14. 8. 0610.0011 . VW.* Oondosoo lo 1.• of 0,0.ory we, 0eo3od Rot Boom., .0,71 InO09,e, .,..cw. -21o1I0,...n. Ocog oIrr 01 the Otateetet *en 00, N. O.... own.. non elto0Novol 2 00., data ghee tot MN I. 000 • 10,0, 004 00..0h. woe. 0.00.00 by ar* In 739. 1997 99. Nun* O.. 0 Otsociolos on...• 10ma.14 11.01 • 193 11192 LIMIT OF GOADING 4.0 301 INVERRANK DuNTANCL ACCESS CASEMENT. npurec 113.91T00CC LASELD1T 10110 CO. ST0*0*. 5 124TH ST S 125111 51 -------------- GRAPHIC SCAI/ t ? PARKING DATA PARKIND mover°, STANDAR° CCuRACT tiNCOCAP 222 N. el (30S OF 1070/3 - I 10TAL 327 ARC 4•0•0 Modnres IND cm PRI SNOT RAnu, as It0S123.132 311.1.22211313 9797 MOW. 12.9,9e1 1991 noo 990•72 1919199 9NO 99.122 fen mamma FNa 12 MI5 vaLms. GRADING AND DRAINAGE- -- PLAN -- 111.01 _ 7913117 14* 00.8(0 00 31110 BUS STOP S.C.TER VERMEER TREES NONE PLANT NATERALS WHIN PARRING PLANTERS 4- o • 4.. W .71:43 13011-TRADON MALE 124th STREET WRICATION DCVO( SRN/ ',CORPORATE *STATE Cr INE CONSONATION TECIMOLCI 42nd STREET (S4�) APPROMAIE LOCATICN Or RELOCATED COMPOST GNCOI DUNWSTER/ REC10E COADY APPIKIRINATE LAWS Or PROTECTED NOW AIWA WeECCUE TERILNX /•• - 6 660056 • _ 6 50( 0* SLOPE ORE TRUCK IURNAROIRCI 6/69406100 .5' I. 1 1 or CRADeNG 1.1PROL LOCATION Of ORDWAY 110O1 *ATM JAW SEE COAL DRAWS STREET TREES ir/ CRASS lAmt BEM, INFORWL ,A3u.EY !NI. COURT OWN UNK FEN= On TO 44100! WMIDINCE MuCc ACCESS ELECTRC TRANS/OM/ER VAULT • M. OWN Lim TIME GATE •,/ BOSTON NT VMS R. RIDE ASPWAT Mr& ! PHASE T CONONSTRATION SEMOR CAROM 94 11 1566I0004R00 IT/ REINTORCLD OtASS MARC 666 565.00 EURWOURO W/ WEINECOCED MASS .$ca •---r;-6-7---.0.1...• .•1•41 •Cs 1'3 RNER ST/SUWON ANO Walt warTAT MANOR= - 65)6 11:14PORNIT alCATON DUWAMISH RIVER LINER BUM FLAMM. ALL KAMM PPM 0455)20650 61 COTSTRUCTION BIOKO ACCESS BENCH EDGE AND OHM (SEE OWL DRAWS SHILL MOW LOVER WNW KNOW. SPEW!. COWNLIWTY (05121 00(0 PEDESTRIAN PRONEWE CONCRETE WALK (SCORED COCKLE SOEIAALK RAW W/ SCORED GRID PAT195O) DORM 9505010 1031 TV. MAW !SALAAM (0000 (4) POt PLANTING ISLAM) ASININE WINO WIVE P951 0401020405 655)0045 240044010 'AMATO. • '6•15.66•D•wt%6., -• • •••••• . • - - - 0 40 80 120 SCALE IN FEET r MOE PAM PARICIPC MLA P041 60021 TORRACED lAWN WRING TERRACE 11/ PCMC TNILES TRA55311 CWEN LAWN PLAT AREA 01031 7220.13. ETP. HOUGH BECK & BAIRD INC. LANDSCAPE ARCHITECTURE PLANNING URBAN DESIGN 1000 LC5000 51.E(1. SUITE 516 560111.0. ••5.1•10105 91121 (700) 657.)051 0 10 20 30 SCALE IN FEET FLOW HEDGE & TIONERIAC WES 10 DOANE PADMAT TYPICAL LAYOUT ENLARGEMENT ARC ••••C n•C.,C-1 110! Mt Mt V0!1116 141,511.66 orn•ms 1611221112 601,6101.13 ••••6 03.46•C 16C•01.1 2055-0 •061 005 66 A•11.1- 1.601 16.1166116,3 retpcm .06)1515 mg* 00 >400040 511 5.01C1 64146 041? L-1 KEYMAP • 0 20 40 60 SCALE IN FEET HOUGH BECK & BAIRD INC. LANDSCAPE ARCHITECTURE PLAMINC A URBAN DESIGN 1000 LENORA STREET. SUITE 516 SEATTLE. WASHINGTON 98121 (206) 612-3051 _Mil MINIM INaT�arrM. - _NW Alt as�ArMI�rr,�r�� ,. r�1�1�(�\W�W�l . w,_..fig l /yr I- Milt, O 4UMI„ d4A MW eAtr-,F.;_:.; isnr�� ..01w 14W4...w r,'w '4Y. I'fE O O �i� Nino N ,q "'E N n 10 _ST.3nwt� _-AMl1011111 --J1111.1.411111111•11--, _VATELTLTM - 001AW MUM _I>♦I WWI AML_ &IILN'- _ =TU. t. •••••- 11.T031m _1T..6w7lEA•_ +3{ct RRM.A 1 i zmiiii■mimain► oe -. rmmmimmicsommeN IT ��eTeoaeeOaeaeeeeea:� ewail g'•� M( ■■ , l`tai ■/:� I■F "Mlle ■1111 UK 111111 �•--- HOUGH BECK A BAIRD INC. LANDSCAPE ARCHITECTURE PLANNING 1 URBAN BESI(N 1000 1E1010 STREET. SUITE 510 SEATTLE. RADIINGTEN 60121 (MR) 602-7051 an , 4. iii �i Agri i{�' Lam/ /fit Lta91 4 4 Ili/ ISI Ill 4e1 r ",01ai- 14 .;, 69 i 72 59 nl ]019 e" I 12040 • 2059 L di—05T x`360 -IS _ — -419 LIMIT OF — ^560 — _.y50 --'1;GRADING TOE OF SLOPE -- 79 - 19 -O-; / 495 -ge / 56i to / A� / / r— — —455e 0 ' f'; /-6 -.765 _ J-642 ty A 59 79 • 0 20 40 60 SCALE IN FEET LEM. RPM, 5541•41‘15 441. 344 KEYMAP / HOUGH BECK & BA RD INC. LANDSCAPE ARCHITECTURE PLANNING i URBAN DESIGN 1000 LIANA STREET. SUITE SI6 SEATTLE. 9A0RINGTO6 66131 (20e) 662-3051 6MAKOWL- _ 419166 /IY-1•i- J16JaW PAE_ —1199_0206.111101160111 —67. 4� N f w 17e93l191M .14110 Et3 o� Ci pMarti L- 4 PLANT SCHEDULE SYM. QIX SCIENTIFIC/COMMON NAME 0 5) TREES SIZE/REMARXS Acme rub.. 'Red Sunset' RED SUNSET MAPLE Thug plketa WE5TER5 RED CEDAR Cuesssecl0ab Nj8109 / 1:1(00 CYPRESS » Tela 0.40)0'0eSeek' GENLEVEN UTTU1EAT 11.004 76 aw10FFR 1100E 05 PPEAR 031 O 9 0 O ! V 3 0 0 7 11 Tara, h.lerephl1lo WESTERN HEMLOCK PuwrdatsuppeeR m enzis9 DO00 *5 ` Aces ckenatum NNE MAPLE Bale pau*menl0 4µCOUE40n1 41904 Uegn4. gabl0we YOpstk Beeulj MAESOC BEAUTY EVE9G+EEN 000040.1* Acer rubu11 T1o.nd1' BORUII/ MAPLE RED AIMR o Abr. weces9 NOBLE TR Pk.. =Aorta SNORE PINE C.014hl* KA79Rlk.N ppenka.0 Parol. 9*040 PERSIAN PARROT'S. Carpus engine 5)6)1194 FXBERT O0wa0 nava RED OAK 3 Acer pdmetum JAPANESE MAPLE • Comas Awe KOU5A 0069000 73 2 0 21 0 Calace0us da rms 94133ISE CEDAR Pinus Mora AUSTRIAN PINE Ou.cas rabw T.ttlg.ta' COLUN*RE 040191 OAK Frad,us Nahid. OREGON ASH 2• Cal Min :9 4.901 b0ch.4 0/ straight trunk & central leader 6'-e' HT :13.1.1sell Branched./ straight trunk & central 0adw 6'-9 H1.:804,1•0 ./ single trunk • central Meer. banned straight 4,004 • ebb. Nodes 2• e44.80B.044 branched./ straight bed & ebbe. Mode 9-6' ML:809:0/51 Brandied ./ straight trunk • 0011,5 Lader 6'-e' HI.:BtB:R.1 Branched ./ straight trunk & central Mader. Nal skewed. 8-10' 51.:604:951 Branched ./ ruin three (3) risen trunks 2 00,4804: Aper,.. 1/2 tress Ms b. 0441 -trunked. 1-3/4- Cd.:B08:W0 8,anch04 ./ straight bunk & centre, leader 2• Cd.:80B.60 Eka0d0.d ./ trd9nl bunk • ebbd Roder 2• -I -I/2• C0:B88:9M 8,44444e./ straight trunk • central leader • Cd.:80B:M branched ./ .Vl91l bunk • central Maass H1.:808.601 8,0,00.04 ./ straight trunk & central Hader 2 Ce,.:484:151 Branched ./ straight trunk & canbd leads. 2. 0.488 *0) Brendh.4./ straight Trunk • central leader 2 Cal:684:#001 6)000.4 ./ straight trunk k 0010. Nosier 2• Cat:684:940 8,0,0,.4./ sUelgH busk • centra Lader 2- Cat:800:851 Drenched ./ 0100. UR. (3) mean trunks 2- Cal.:B9B:Et9 Branched sr/ rail. Ib. (3) on trunks • 141:1301:1,e/ Brandied ./ .tralgrt bunk • central Meda 6'-8 Hl:BBBWW 8,0,0, d 0/ straight trunk • contra, Nader 2- Cal.B0B: Wal Branded */ straight trunk • central Mads, ▪ HL:890801 Brand1.4 8/ straight Irak & centra. Meda SN. OTY. SCIENTIFIC/COMMON NAME • 49 O 53 O 104 • 18 OO 6 SHRUBS SIZE/REMARKS Rnedednwan Tekueknaurn ken J0,.ck KEN JARED( NIODODENMa N. crenate '0.0Mame - 45ttO 14/145 4)0.17 Vt,.a.n da.Wa/ DAN° METURNUM ICii Mus conwle II1NUT Owner'. bFk.ee4Y 0$YARIA °008 04, • 3 90teNTER DAPHNE 304 O 35 °Euanynu. data 'ca051n90ata *0511 86604)0 8 ® 294 Vocc54m 0.01um EVERGREEN HUCKLEBERRY 0 17 mitis Veru H00o04O 0565 1508E6504 000)5077 • 294 • 25 Q 8 CO 49 • 433 O 30 2702 sq. 11. Am00,00 OMNI./ SCRNCEBERRY Mohan. 994110100 'conpactl COMPACT OREGON CRAPE RnodeMeon'K 50*. 1•15011C RN000OCNO004 Rho4ode00an kanep0' R*4APO *60703010ROR Arbutus anedo'a0npact0' COMPACT STRAWBERRY TREE Prunus 1a.0ew00W'Otto lusksn' OTTO LUKIEN LAUREL Cermus .1001lee REO MG 000,00D 15.-18• Se0d.810/C01: f,A • .sk budded 1!•-1e- HL;910/CO3L:Fu1 • sell benched tlr-t2- sa.080e/C*,t FMR • .M tom b.4 4'-5' 51:808/Cent; men R M banc1.4 n. 1hr.. (3) men trW. 34--39• Sesod.BOB/Cent.: NO It .ea band,04 18--21- 10:9110/C0,4:1•0 0 .51 branched t2• -t5• Smee0tBM/Cant.001 • M bandied 2t--24. 0410104/0ant_ Fu4 • .M branched 15•-16- Ht.:BOB/Cant: FIl • .M bach.4 )5•-18. 51.:888/ C0t:Fu. & .se benched. Is --le• 141:909/ Cont.:Full • ..a branched. to --2r S0nod.B1B/Cent: fuel • .M budded 8 -b 50 444eRe/Cant; F.1 1 well budded 21•-24- HL:13a4/ C0,1;FW • .M 0randted. le -2r s4.44tede/c44e Fua f M budded 21•-24- 51:800/ Cent:FMO At .M benched. EIIERCENTS (SWALE EMERGENTS) MIX .kancus soups SOFT RUSH 15X 9PMKERU9011 4pdustrc 01. Is; 5.59*. 600)0, HAMSTER BULRUSH 30X .Abatis twwi. 5LENOER RUSH PLANTING NOTE: BARE ROOT. OIL AND WELL ROOIED PLANTS 5NAU. BE PLANTED N A RANDOM PATTERN AT FETEE8 (15) .04E5 CO4 CENTER TRIANGULAR SPAOND N BOTTOM OP DRAINAGE SWALE PLANT MATERIALS PROPOSED FOR ACCESS BEN04 AND LOWER BANK AREA ARE CONSNERLD BY KING COUNTY SURFACE WATER TO BE 6000 FOR 91VE0 841« STA9UZARON SHIRE FLOOD 0R SALT WEDGE C910TIONS MAY OCCUR. PUNT SELECTION BASED UPON TELEPHONE CO6VER540OV MOI RUTH 5040EFER OF KM COUNTY SURFACE W*1ER MANAGEMENT. TIE KONG COUNTY SURFACE WATER Ge5ELINE5 FOR 8400 STABRRARON PROJECTS DOES NOT PROVIDE A UST OF SALT TOLERANT PLANTS 1104 940REINE RESTOIAl10N PROJECTS HOUGH BECK & BAIRD INC. LANDSCAPE ARCHITECTURE PLA0.N18G I URBAN DESIGN 4000 LENORA STREET. 50'45 516 5E4111E. 0050()0405 9812) (206) 682-3051 4:4=41n4 rt 41nt rn. CITY. SCIENTIFIC/COMMON NAME O GROIIIOCOUERS SZE/RE/FAT/KS ale S*1JLL1° sna/an 2310 .G:9=GGPE 1 gal. cant. F0..0 bandit. end well rooted • 48. 0.C. TTlengla spacing. 1 gal. cent. benched arid well rooted • 1e- 0.C. Trim9War spacing. 848 Ostus *Dori 948.rp5 1 9d. cent: fug, .e4 DORIS HIBBERSON ROOCROSE branched and .e1 reeled • Ir 0.0. THangutor patting. 8784 410)0I)41)10 use ural KNWKIN0CK 343 Eike tanto 'Sprn9.00d Pkk' SPRING1000 PINK HEATHER 106 SF.plakepas dans 940WBCNRY 9 nee mnw 'ba.lei 4012 809455 PEPoMHa1 1265 POMFsendra Ierm0004 JAPANESE SPURGE 1113 5000000000 haaerana hunts SARCOCOCCA 307 8e. abati'Ns.1 9E11E51 HOLLY 22,334! 3302 SEEDED EARN 05 01 GRAMPN.') PACKS 10017 ER090N C014901. SEED NX 04 tL (ACCESS BENCH MEA) 1 gal. cert., Full. 04 bondred and . M spud. TH054a pacing • 18. 0.0. 1 gal. tent. FW, .ea band+1d and sell re01.4 • 15. 00. Trfan9ulor s90dn5 1 gal. cant.: Fue..0 br0,ched and .M rooted • 24. ac 2,144,4,4, 0- R01: fun and .sa branched • 15. 0 C. Triangula pac09. 4' pat: Tub and set bands. and *Mt seated • 15. O.C. Ts."9 I* samba. 1 gal. cont. Fun .ell Or0Lh.4 end . 51 rooted. Triangle spacing • 18. 0.0. 1 gal. cant. FIAT. WI benched send *MI 900)84 • 15. ac T0.ngulw 5100009. SEE CATALOG CUT SHEET BANE STABILIZATION (UPPER BANK) 14400 251E Coma slal0llwa sq. ft.RED19G DOGWOOD 56 Acer 050l+alwn MIX MAPLE 3X Smp0akap0s d69s 9101BERMY 15* Sall. h00*w.na HOOKERS WILLOW 052 SON scoleskne 5000LLR5 0410* SX Lankese nWuvato 11w4BERRY 51 Rube saert0014 SAL00lBER9Y !X rolneurn CURRANT 25% Rose 9002 ;60,0 sID comics OR BARE ROOT RAW MATERIAL OEPEIIOQNT UR04 TWE OF YEAR. ODS SHALL BE PER KING COUNTY SURFACE WATER MANAGEMENT GIOELNES FOR BANK STA8IU1*11Or4 PROJECTS PLANTS 9011 BE RANDOMLY 801190.0(0 NTH. GEOTEK19! FABRIC LAYERS OR .VER BANK. ALL LOWER BANK PLANTING AREAS 9Kµ1 REC(VE 19090N CONTROL SEED. BAH( STABILIZATK)N (LOSER BAN,() 2420Rose Hulka eq. 252 . ow 9002 25X SIM ha0kedane BEACH WILLOW S0* Md*. (P1rus) hrsc0 11ESTERN CRABAPPLE 0UTTNG5 OR BARE ROOT PLANT MATERIAL DEPENDENT UPON TIME OF YEAR. PLANING METN000 SHALL BE PER KING COUNTY SURFACE WATER MANAGEMENT GRDEINES FOR BAH( STABARADON PROECTS PLANTS SHALL BE ROOMER N119810(0 WHIN GE07EXI9E FABRIC LAYERS 04 WLER BANK ALL LOWER BANK PLAR1W0 AREAS 91µ1. KOBE ER0904 CONTROL SEED. NOTE LOWER BANK PLAN10405 9041. SE LOCATED BETWEEN EDGE CR ACCESS BEN04 AND 0494 ELEV. (APPROX. ELEV. 7.5) SEE Q0 DRA9NG5 ARC 0.8.0 .0.0401. use tplrs[s. KARL ...sen -08 roe >asus 1.01313 ren on .* lap* rWh sed* MOM, MX sea LOU. mg ewer 1011011.2 %6M15 ;LA& AN O0 >EOM.N 71 '805018090111 9401: L-5 ROOF PEAS 0.0.4 Ha' RAR 0a e.-+ yr AFM FLOOR v.O. .Ioeew FAIR e,og. MATER LEVEL e�.4. YW.KINS / J0660/6 PATH ROOF IEKMW WT MY COPE PEFF.i *]e'd BOTTOM OF BEAM *FINISH FLOOR 2dd .06SFPAIR PDT.-e. HALMS / J066016 P, MNTERIEVSL ,01001. MMMNN 1ET MY COPE pRfNO 60TO1 OF TRUSS .l06e4e PAIN I f_ Bll CTIION AT B1011011 ➢FNM Y GEE SHEETS L -I av L-5 . LANDSCAPING 1• 5' ICI 20• pgLi�tNe6 f ASR N6 R-jO�xTN7N wase vtNT CLAD NWD Nlo01'6 STEEL FRAME W BRICK VENEER RODE• vER ROOF •ElR N.FLM CT.WER BOARDDTION _1M IL 11pL_ �1.V _41LLM eau-lal_ RTYIDOp SATMN6 _Miami K _BOUNIL 1(� 11 r LI UgagAMS D0.111 tip SOWER COMM.VWTCR BOGOR FOYER / PIA1TIND MRAME PAVIA:XI BMW CANOPY DROP OPP TLigiiviB gg1SD1 MN6 CR 6TPS2b STUDS gig! M1,7 x"' ULMB RELOCATED BELL LOBBY MALL. =Hoe= MFMIYP�JMMNS 6Ho BOARD CLAD MOOD 1111COM INIAC DUCT LOUVER CANOPY' ppRppOpOpFFF• BOAMiD r MASONRY GOLLFMS COFUNTY [VER ARCA B➢3CIPIION AT MAIIN IlINRY SEE SHEETS L -I 1.V L.5 FOR. LANDeCAP1 Cr I. S 10• 20• WAIN WOW FWTIM6 DIIRY CANOPY DROP CR PLA6 PLAZA 6TT.ETT/NiA.SRapMO FFROOF. ttl WARD D MSLLATIO/ VAPOR RETARDER 5• HOOD VECTORS STEEL TieFfS L16Nt FIXTURE NAC DUCT RAOUE GCIRT ROOF. L .ROOFUI6 Ri61 AAD�R! LARRTDOD TAS COURT GEIMS PANELS RCC' MODRED CHILLER FTM LG1NEREO SCREEN 1-- CEDAR FACIA / SOFFIT METAL 6UTIER / DOYI SPOUT COILM6 FIRE DOOR COURT MALL. BRICK VENEER e• LT6ATETLTUD5 R-19 BATT INSULATION *--COURT MALL PANEL SYSTEM RE7RAGTAELE ELEAGERS pRgQl lTn HALMS /*2664 PATH PIPE THICK ACCC6 O'd BIECTIION AT G Y1IINASIIIM :SCC sMF•CT5 L-1 *, L•D Fop. LANDSeAFSN6 1• 5 ICI 20• I 80 1000ILL 211112.) 000 ®257111 f121C 111 OIfT14 MQ20 IVO -110711 0216 17' 11)74. 0' MD 113 IY 1' 9* SWIM It Yu, 15010 ru¢ r 0.1.. 5111[25111 111 Om rating, 5101 211122 5113. 7.5 craw WILL 1117771507 7;7 577a 7 LAMS 1 1.15111009 17155 1111. 715111351' 1) IMO LO:Sr IMP. 9181 10, 1K 1117121 7*711 [IfrS 72 25412: 8mM 717[ - Thi 11p0 * imallli757pNLR) ) 1a13a 7111 7) 9I 15021 PLM 9111 l-0 Ma PLAIT 211551 uS1. 200111 LIVE 11011 2715172, 5m125 '/4-71&91111 1r -u• �a•-� 7107 1. MOO Cr 0I17fI17 955176. 706 NO TIMES SMYL a PLIED 55 A 581101 011r.-1711340 5501. 3.110001711 V 131101111 MOO i 90E1LL 211191. 3. !E MOW( ISM 5417 (-9 f11 IIAO 1110117* 1157. VEGETATED fE00TID NEA 014 553112170 1, �•. 40 Al 7:1 70Vr 1253155 201 tam WIC STABILIZATION SECTION 70' YIN. S• 0011. 0• PM711103-1 YIN. 011. 151172 QLT 7*755 07a581) LLCM 011111 f1 TIM o t— IISN. 7.5 r 01151 1811 LON 11117 1 Ip' 07111 150080 0140 1 u' 211. lr 011111. 50•-2' (15 1051 1117 111111011. 712 151115 7570 MAIM 5055 02. 11 111 9411 11711 01 M 5411 2' 10 10 =MO MOM M MVO= MO A 01 102171 TO 817 101511 MUM. (-- 078YL0" IDR 1) 151112 0005 MOLL 2112111722 01106125 201t110f 11 At 0111176. 7) 1611170 LOS IrSOT 006 MAIM 166 576//5650 ATS 0L 25Q 61052 17I808077119*6196 2511 )Ors IEMIT XIS DETAIL 103 1) 11 ttOL211557* 9(11 L-0 111961E 15501 M[ SMLE SECTION ARC M•c 030310111 111 Wt R 5175 6721111 ...01717-50.5 11171317 70723143Iu an 11001.0 040307 00 rap 0013 LII rO W MI. 011 114 7O MOO 711151 ru IM1i: 1016 11111113 GRADING AND DRAINAGE DETAILS --- LME'YI$ _ .-... curt 711 _.._. ... _ 33 0L. '51110 110 [Nq , i2 ;g RESTROOM 1�E55 ENTRY WITH CHILLER ABOVE 6ITNPOUN0-MouN,c� UPUGNT'9 G COLUMN3� METAL KALI DM RACQUETBALL COURTS LOCKER ROOMS FITNESS WING 7. - 111 II • ■ II III LJ' s FITNESS ROOM 1HDI pec4fbi116DL•D 'AWL HETAL UI4AUDL' MAIN LOBBY GROUND -MOA KtEb UP1-16N1' e COLUMNS (METAL HAW DM) LOUVERS, PAINTED • EAMES DANCE POTTERY/CERAMICS ARTS AND CRAFTS PRE-SCHOOL/CHILDCARE setae = GOVERF_D ENTRY HUMAN SERVICES MULTI-PURPOSE WING PRE-SCHOOL/CHILDCARE - ENCLOSURE MALL vIIIBw MOM PARKING 10-MdUNTEO HTS a COLUMNS, !ITAL. HALIDE) SENIOR ADULTS WING _ ,•P•c,vwnrn.__ _un r... r.L _1111a111-r>Icu >«+ —P• Min enc Dammam, R- EtEVRTIONS— rata - T7- 0 LINE OF MAIN LOBBY LOUNGE/MULTI-PURPOSE/DINING AREA SENIOR ADULTS TERRACE SITTING WALL eA.IC.I'-- FOW LOCI- FtI nIN lr.l(7 con D STEEL- RAI L- INTEt� ELuE . IM CCL r AT STEEL. PAO-. 511 IL= KITCHEN WITH HOOD FAWEXHA.UST ABOVE CLASSROOM/ YOUTH METING/TRAINING 'INaL,L NoUMT - 6-IT6 , NTL- HAI-10e- TERRACE AIJOE TERRACE SITTING WALL ;f♦i lei\ 1N01 64 r/. tIwsp u6H IJPT , MEAL HALIDE. '1 MAIN LOBBY -1.1F1-164-ITSG H7F-0 COLUMNS, METAL HAL10E PAINT *.i L poJL- I=O I:LUE TRIM COLOp BRICK - ROWLOCK BRICK - RUNNING BOND SITTING WALL DETAIL 3/4• = 1'-0• L PATH WATERLINE t t 1!. It :ll,if, ',{i!�Il, ItotiItl 11 OFFICES STAFF LOUNGE BOILER ADMINISTRATION T(PICAL MATERIALS AND FIN15Ug5 METAL ROOF WOOD TRIM, STAINED METAL GUTTER AND DOY'NSPOUT, PAINTED 555W1.5,—WOOD SHADING TRELLIS, STAINED WOOD BOARD AND BATTEN SIDING, STAINED WOOD CHANNEL DROP SIDING , STAINED -BRICK VENEER, SEALED WOOD WINDOM AND DOORS, WITH EXTERIOR ALUMINUM CLADDING GYMNASIUM D'II16�Y6' ]l�Il%Oilii ]f' IId]3IIb OPTIONAL CHILLER—II STORAGE/TOILETS LOCATION —Jo n•c MOaRrn -- _ 1,11 LAM t.21Rt _ MII-S11_ _FI Iiwwit _NItiJNt ac_ EXTERIOR EtfVRTIONS— 0 .1-- 11 HUMAN SERVICES SENIOR/ADULT SERVICES FIRESIDE LOUNGE/BBO LOUNGE/MILTI-PURPOSE/ TERRACE SENIOR ADULTS WING DINING AREA VIIEW IFRON GARDEN AND 442ND AV1ENIIJUE �QD11J'IrIHI _n "1-IAL.L MOUY.TEm 1.IGH7t. METAL HALIC6 GARBAGE/RECYCLING ENCLOSURE BRICK WOOD/STEEL GATES TERRACE GYMNASIUM VIEW MOM OUTDOOR B WI13NT AMA 'I' i� GYMNASIUM STORAGE EXHIBIT ENTRANCE FITTESS ENTRANCE RACQUETBALL COURTS W/OPAQIE DOOR FITNESS WING VOW MINE IPLAY711111105 WITH CHILLER ABOVE GRI CK ROUND MOUNTED LIGHTS CAST METAL LETTERSIMNSHED IS' -0• CH Rome M NISH SITE SIGN WITH ADDRESS (se -r 14 .04. p' mom prcre¢Ty uNem) . eV' 31 _u- m.uv.r.rt_tcrttt_ _ nn-.1na— _- N.>iilv.... ac. Mtn Mg I Or, EXTERIOR ELEVATIONS 14 II bAt 111) I(IJ1(IIII Ill it 11 11) mid-� amiii�:�11111111A.; / / / 1 (Pr2DED 12c1cP VENT : DM1A11. -DAlzl� 131;7-IGle - _ -ADDIT10NAL. - SOL. DI a - Cow R� 11 1L 1' 5' .. 10' 20' bo'RM�Iz 1 1' t 10' 20' 2.1s-cw LOUNGE MULTI- PURPOSE HUMAN SERVICE -5 SENIOR : ADULT/ JAN] STORAGE • - --.1,- .' ARTS 3. ---- ,_ /! -- , GRAFTS - --/ . ._ / . POTTERY --,7- - .. CERAMICS - - ; . . DINING BANQUET MEETING AEROBICS BUILDING FLOOR AREA: GROUND FLOOR, 45,560 S.F. MECHANICAL MEZZANINE, 2,100 BUILDING TOTAL 4E5,260 5.F. swum AND SOCIAL WING (Bs r W 17 27 CLASSROOM MEETING TRAINING YOUTH UPLIC•HT5 ........... ARC MOVIC,11-- - UV MI 'Mt _ ZAThLM PrZ1-3•11.-- - P•311..11 MOM O+1L 04146 FIRST FLOOR yr.ly GrAMI oac112 1110&CLIPXL011 IBLE' — • 3 FITNESS ENTRANCE RESTROOMS RAGE ES EO - MN= WIlliG ; . 0 T1: _ urn ust nn — KOLL en - __ srs•nsi. • °IC 11.2i N ,".",.Ii..7:1•41 • - • FIRST FLOOR APMELE LOCATION Met 1010. --,/r .:,, 5s, ,:-.:.,. 5.:E.; 1 ,,,,c,... TAT" aNs 5-41 BE 3C DA. ' 0-59(0 .5.51 C.f....A, -CSE 2 SAES'D TREES L. TO AS: S 5 1..4,..".. ' .-... EP: 4S -7 .. Cr 'E9''' /4 ' r AC' '4 E,....S.) .....-:...- .E-Ei. / - 3. VAES 901 MEC E ,, yi,, SHALL EC .6 1(900 ,'1.. --:,ar ".:.!.1 =so (rN..100-55. ,C, .. 1 1 ( , f 1!1.61,1 r01, ' 7, • r ,t '2 SA BAC, 6-0E .s•C ,„=Qs 1,1N :AA:4 ;. .r 6.• 2/3 SO. -2.• .0ACE STA.0 SCE Or secrum CONIFER TREE PLANTING DETAIL 4S, SC,F :VIL:rVif`hr r 5,1 5591 -C,SE BE .EE sC, BE ,. ,C. 7,FES .f. -SA, r _ „, ,/„.• -- • . , ; 0;0 50 Z.D.D5-06. 1,005 e9 I' ▪ C,SE -66 S..ASE s.CE C, (DESIGN 6:2S 2" Crj. .." 11/ C • "'.0.0 • • SECTION DECIDUOUS TREE PLANTING DETAIL C.".) • • \ - A. 2,3 .S.. SC, ,.. EorS,...G 2.99 ,3 - 51091.011 45.90- 050 GROUNDCOVER & SHRUB 0 PLANTING DETAIL cour.6 • COrrf.11 Pi0 316 C HOUGH BECK & BAIRD INC. LANDSCAPE ARCH1(EC19RE PLANNING & URBAN DESIGN 000 LENCRA srPECT. Sua 5,6 5E4111.E. •ASkoNCYCN 46121 (0060 663-3051 ARC • ••• c low22-31r, .• V2 4.... •zt▪ , T..0> .e.“ SUR 16,0, IN. WI. r.32 DAtEI/D/S0 ROT talLiA/KI A,A.At.DS ?WED. ra AKLECTPa*." • 44•:' " 411VSN' • ••-• ' • •e„,=si..1644W.,::: :77 - \\\(:),.., %llLiJ _ o ,H1i1,11,1- .L.eR.Mo . o _moi Lx 1 91 --11G-01-jib; 11' 10100.1010 10000 SAME 10 LOU OTT 4111111 YAbq.E ELECTRICAL SITE PLAN —1113 700111 TO B. ■L0. 000.11 Illlenl TM 000 11.01110 141 3 31.011.1110 CO ...oL7M RT RAO PM IMMO TO P.M POT ma. maim cr COWS MIT TO NWT IN., mom 010fr POSS 1110 401 POI 0001 M.t) 000/10 1.10) 1101.1 MU COMM 1111011.1r " ...1 A D I MENS I ONS ILII .11 ..0411n/YUL.OSIM 171 0110 0011.10 O1 0200,......100 n COMM Mm as MOT .[ —1100 TION — 0... IOL. MO. RI WT_LMAS MOOS Mr.. ..I1102 • ■ 0. - MUMS •._ (OM I) • Etm I. vows m: MM. i num 0111.11.1.00 .p 1110. LEGEND: IMOD SWIMS lay MT •LO. III. 00X Q A. LRH. 4 RIMY (Nm1ITT O L .37*0) MOTTLE MOP (MOM) POLEBASE DETAIL I.T TO MAL1 OA - Vtx-E LIGN-r O6 - l t LL.AFIC LIVHT OG - GRO..4ND• MOLANTEF) ppt-I&HT GRAPHIC SCALE Imam 1.17171 ARC ••••e rooms M. RIR IM 3YT MOIL m LO¢>Y » 11111.11111110 lox CAL RS/ Ise COMM ELECTRICAL SITE PLAN Wit C OSrobot OLOT • 1110117 M u.. ].1t 111uMw,6•A Tukwila Community CE Frontage Irnprovemei PROJECT # 95-RW14 SCHEDULE OF DRAWINGS SCHEDULE A C COVER SHEET 1 CONSTRUCTION SIGNING PLAN 2 CONSTRUCTION SIGNING PLAN 3 LEGEND AND TYPICAL ROADWAY SECTIONS 4 CONSTRUCTION NOTES (STA. 13 +50 TO STA. 19 +00, 42nd AVE S) 5 PLAN AND PROFILE (STA. 13 +50 TO STA. 19 +00, 42nd AVE S) 6 CONSTRUCTION NOTES (S(STA. 19 +00 TO STA. 20 +45, 42nd AVE S) TA. 50 +00 TO STA. 54 +50, S 124th ST) 7 PLAN AND PROFILE (S(STA. 19 +00 TO STA. 20 +40, 42nd AVE S) TA. 50 +00 TO STA. 54 +50, S 124th ST) 8 CONSTRUCTION NOTES (STA. 54 +50 TO STA. 60 +59, S 124th ST) 9 PLAN AND PROFILE (STA. 54 +50 TO STA. 60 +59, S 124th ST) 10 CHANNELIZATION AND SIGNING PLAN (STA. 13 +50 TO STA. 20 +00, 42nd AVE S) (STA. 50 +00 TO STA. 54 +50, S 124th ST) 11 CHANNELIZATION AND SIGNING PLAN (STA. 54 +50 TO STA. 60 +59, S 124th ST) SCHEDULE B 12 SANITARY SEWER PLAN AND PROFILE (STA. 19 +00 TO STA. 20 +00, 42nd AVE S) (STA. 50 +00 TO STA. 54 +50, S 124th ST) 13 SANITARY SEWER PLAN AND PROFILE (STA. 54 +50 TO STA. 60 +59, S 124th ST) 14 SANITARY SEWER DETAILS 15 SANITARY SEWER DETAILS VICINITY MAP S 125th st AV 1 3 28th (14)4 44, Cat' �V FA a .o pL � 122nd ST B2 ' S 125th ST TUKWILA ROJECT LIMITS BNRR HUB CENTER /�1 NORTH UL RE Jl PUI 19uA` * E eMA * s .ENGINEERING. STREETS. WATER. SEWER. PARKS. BUILDING. Errimua cram= =■EI TUKWILA FRONT ' 11161WW,6" 3ommunity Center le Improvements DJECT # 95 RW14 VICINITY MAP •CITY OFFICIALS ROJECT LIMITS JUL 10,95 CO DF.24 EI.OV z MAYOR JOHN "WALLY' RANTS 33 CITY COUNCIL MEMBERS PAMELA CARTER - PRESIDENT JOE DUFFIE JOAN HERNANDEZ ALLEN • EKBERG STEVE MULLET PAM LINDER JIM HAGGERTON PUBLIC WORKS DIRECTOR ROSS EARNST, P.E. CITY ENGINEER RON CAMERON, P.E. ....;;. ..... RECEIVED .--0,1, NtAX4*. ■ .. ..+6 ..... p40;?.. )584 JUN 2 5 1996 TUKWILA % ............... PUBLIC WORK$ I EXPIRES 4/16// TUKWILA COMMUNITY CENTER FRONTAGE IMPROVEMENTS COVER SHEET EXPIRES 6/19/6 C. W20 -301 H W20 -301 I° I` I i1-• ItI i l I J( 1 I� 1 I I _1I I I i I i N iiil I I < I I I I ly 1 I V 1 I t -g, 1 IC I 1 ' J S. — — — J L- - — -- 31 I _ _ S. 124Th ST. _ _ _ —J .� 411#7417/11% �i�� IIIil�r / / /i /il I - _ _ - _ _ s: 124TH ST. TYPE III BARRICADE WITH FLASHERS FLAGGER WORK AREA I Ir LOCATION SEE NOTE 7 TYPE III BARRICADE WITH FLASHERS FLAGGER LOCATION SEE NOTE 7 WcrKmA urr •giS1miinr Penrl- roAsioq / / / W20 -301 • :-•1 7-1 CONSTRUCTION SIGNING PLAN - SHOULDER CLOSED SCALE: 1. = 100' GENERAL NOTES 1. REFERENCE SPECIAL PROVISION FOR ORDER OF WORK. COORDI PROJECTS. CLOSURE OF SIDE WITH THE ALLEN TOWN WATER TIME WILL THE CONTRACTOR 81 CLOSURE SIGNS AT THE SOUTH WHEN CLOSURE SIGNS ARE IN THE SIDE STREETS. INSTALLATIC DEVICES WILL ALLOW FOR EMEI 2. AS THE FIRST ORDER OF WORI THE SUBGRADE ON THE SOUTH FOLLOWING SUBGRADE PLACEMI PEDESTRIANS TO SOUTH SIDE I SECOND ORDER OF WORK SHA SYSTEM INSTALLATION. THE SAP SHALL BE FOLLOWED BY THE I S.124TH STREET. 3. THE USE OF THE ONE LANE 0 MIRED. TO SEWER SYSTEM INS PLANING AND FINAL PAVEMENT CONSTRUCTION OPERATIONS. TF FOR TWO LANE TRAFFIC THROU 4. FOR ONE LANE OPEN TRAFFIC UTILIZED FOR 42ND AVE S. TH A FLAGGER AT THE INTERSECT1 42ND AVE S..THIS FLAGGER WI WITH FLAGGER ON 42ND AVE QUEUES ON BRIDGE ARE APPR TRAFFIC SHALL NOT BACK ONT 5. ROUTING OF TRUCK TRAFFIC 0 BE PERMITTED. SIDE STREETS AND EMERGENCY TRAFFIC ONO 6. TRAFFIC CONTROL AND CONSTF S. 124TH STREET. AND 42ND UNINTERRUPTED USE BY TRUCI OF CONSTRUCTION. 7. CONTRACTOR SHALL PERFORM DRIVEWAY TO THE TCC SHALL 8. SIGNING SHALL CONFORM TO F. 9. CHANNEUZING DEVICES SHALL au A`tE weMIRM 1101. e .ENGINEERING. STREETS. WATER. SEWER.PARK8.9UILDINO. Lc%L1111 L:71:1121:11 rIn_JL'J ITLMMAII TUKWI FRO! CONST N I •11 �; I I I I l I < I I I . I►� y 1, 1 I< 1e1 II 1 I 3I I 1 1 I S. 124TH ST. F; FMrr Rik ;UCTION SIGNING PLAN - SHOULDER CLOSED = 100' GENERAL NOTES 1. REFERENCE SPECIAL PROVISION 'PROTECTION AND PROGRESS' FOR ORDER OF WORK, COORDINATION OF WORK WITH OTHER PROJECTS. CLOSURE OF SIDE STREETS WILL BE COORDINATED WITH THE ALLEN TOWN WATER AND SEWER PROJECT. AT NO TIME WILL THE CONTRACTOR BE ALLOWED TO INSTALL STREET CLOSURE SIGNS AT THE SOUTH END OF THE SIDE STREETS, WHEN CLOSURE SIGNS ARE INSTALLED AT THE NORTH END OF THE SIDE STREETS. INSTALLATION OF SIDE STREET TRAFFIC CONTROL DEVICES WILL ALLOW FOR EMERGENCY ACCESS AT ALL TIMES. 2. AS THE FIRST ORDER OF WORK THE CONTRACTOR SHALL INSTALL THE SUBGRADE ON THE SOUTH SHOULDER ON S.124TH STREET. FOLLOWING SUBGRADE PLACEMENT PROVIDE SIGNAGE TO ROUTE PEDESTRIANS TO SOUTH SIDE OF STREET. THE CONTRACTOR'S SECOND ORDER OF WORK SHALL BE THE SANITARY SEWER SYSTEM INSTALLATION. THE SANITARY SEWER INSTALLATION SHALL BE FOLLOWED BY THE COMPLETION OF THE PAVING ON S.124TH STREET. 3. THE USE OF THE ONE LANE OPEN TRAFFIC CONTROL PLAN IS LIMITED TO SEWER SYSTEM INSTALLATION AND TRENCH REPAIR, PLANING AND FINAL PAVEMENT OVERLAY. FOR AU. OTHER CONSTRUCTION OPERATIONS, THE CONTRACTOR SHALL PROVIDE FOR TWO LANE TRAFFIC THROUGHOUT THE CONSTRUCTION, 4. FOR ONE LANE OPEN TRAFFIC CONTROL PLAN, WHEN UTILIZED FOR 42ND AVE S, THE CONTRACTOR SHALL PROVIDE A FLAGGER AT THE INTERSECTION OF INTERURBAN AVE. AND 42ND AVE S. THIS FLAGGER WILL MAINTAIN RADIO CONTACT WITH FLAGGER ON 42ND AVE S TO INFORM THIS FLAGGER WHEN QUEUES ON BRIDGE ARE APPROACHING INTERURBAN. THE TRAFFIC SHALL NOT BACK ONTO INTERURBAN AVE. • 5. ROUTING OF TRUCK TRAFFIC ONTO THE SIDE STREETS WILL NOT BE PERMITTED. SIDE STREETS SHALL BE RESERVED FOR LOCAL AND EMERGENCY TRAFFIC ONLY. 6. TRAFFIC CONTROL AND CONSTRUCTION ACTIVITY ON S. 124TH STREET. AND 42ND AVE. S. SHALL ALLOW FOR UNINTERRUPTED USE BY TRUCK TRAFFIC DURING THE COURSE OF CONSTRUCTION. 7. CONTRACTOR SHALL PERFORM ACTIVITIES SUCH THAT ONE DRIVEWAY TO THE TCC SHALL REMAIN OPEN AT ALL TIMES. 8. SIGNING SHALL CONFORM TO STANDARD PLAN K -19. 9. CHANNEUZING DEVICES SHALL CONFORM TO STANDARD PLAN K -17. 100 SCALE IN FEET 0 100 200 EXPIRES 4/14 I 1 EXPIRES 6/19/ IS TUKWILA COMMUNITY CENTER FRONTAGE IMPROVEMENTS CONSTRUCTION SIGNING PLAN b r 2146415 I' • 1!0, MEIN SEE ABOVE MATCHLINE 16 `\ W21 -4 FLAGGER LOCATION T —T/ I� • ROAD CLOSED R11 -2 TYPE III BARRICADE NE LAN HEAAD W20 -4 W20 -3 O N 114IE SIGNING PLAN SHALL CONFORM TO STANDARD PLAN K -2. W20 -7a zso. ,2 FLAGGER LOCATION NE LAN ROAD HEA W20 -4 sir iT %�ifii %ii iiiiAd •' •r ��,�I�i �� �� ���, 42ND AVE S �iSFAKAriiia�i� 1,0 - WORK AREA O% TYPE III BARRICADE FLAGGER LOCATION 250' 250' O� TYPE III tir BARRICADE WORK AREA MATCHUNE - SEE BELOW 42ND AVE. S. CONSTRUCTION SIGNING PLAN -ONE LANE OPEN SCALE: 1' = 100' ROAD CLOSED R11 -2 TYPE 111 BARRICADE L.J W20 -3 N ROAD CLOSED — 1111 -2Y TYPE III BARRICADE W20 -3 T I"' I N1111&1:7j1 124■N■NaKik-or—k■Zob....,_ "111. NIIROLOSIOWIMIIMI4010■11■■■■■ WORK AREA 1 16 I IW IF 1 250' I V" 1 I IWI I 250' I * I i I L L_-___---:) L S. 124TH ST. W20 -7a FLAGGER LOCATION TYPE III BARRICADE 114IE: SIGNING PLAN SHALL CONFORM TO STANDARD PLAN K -2. • W20 -7a S. 124TH ST. CONSTRUCTION SIGNING PLAN -ONE LANE OPEN SCALE: 1• = 100' 1961 A`tE %FEMME Er Air .ENQINEERINQ.8TREET8. WATER.8EWER.PARKB.OUILDINQ. W20 -4 t0031 ad AA. L S,A. ]ol ir.■.a 4 0eax w . • W20 -4 TUKWIL FRON CONST W20 -4 AS � /r �/� /I.��I/r 42ND AVE. c J� /TAU VA 'eel, • TYPE III BARRICADE FLAGGER LOCATION 250' 250' 250' NOTE: SEE GENERAL NOTES SHEET 1. IN K -2. WORK AREA WORK AREA #40,44"--1 004 NE LAN ROAD HEA MATCHUNE - SEE BELOW 3NING PLAN -ONE LANE OPEN L.25D' Iy IW 250' 1 I I w1 1 I IW 1 1 1- 1 250' 14 I L_- -J I. L_ S. 124TH ST. W20 -7a FLAGGER LOCATION TYPE III BARRICADE TANDARD PLAN K -2. MON SIGNING PLAN -ONE LANE OPEN W20 -4 ROAD CONS AD W20 -4 W20 -1 •_ \1 \ SCALE IN FEET 100 0 100 200 TUKWILA COMMUNITY CENTER FRONTAGE IMPROVEMENTS CONSTUCTION SIGNING PLAN EXPIRES 4/16/117 EXPIRES 6/19/ trj RIVER BANK EX. R/W r 30' MATCH EXISTING R /W VARIES CONST. 30' EX. R/W 12' -19' _ VARIES 12' -14' VARIES I6'LT. -9'RT. ARIE VARIES + TABLE.. LOCATION (STA) CROSS SLOPE 13 +51 TO 14+75 VARIES 14+75 TO 18+00. 2% 18 +00 TO 18 +59 VARIES VARIES pronoun SEE DETAIL SHT 5 FOR SLOPE AT 18+59 MATCH TUKWILA COMMUNITY CENTER GRADING 4:1 FILL OR CUT ++ TABLE LOCATION (STA) SLOPE 13 +80 TO 16+36 2% 16+36 TO 18+34 20% (5:1) MATCH TUKWILA COMMUNITY CENTER GRADING EDGE OF' EXISTING PAVEMENT + SEE TABLE TYPICAL ROADWAY SECTION - 42ND AVE. S. EX. R/W h STA. 13 +51 TO STA. 18 +59 N.T.S. 30' MATCH I EXISTING R/W CONST. 30' I VARIES I 13' -15' J VARIES 11' -14' 1 9' 2% 2% EX. R/W 10:1 EDGE OF EXISTING PAVEMENT • MATCH EXISTING SLOPE TYPICAL ROADWAY SECTION - 42ND AVE. S. STA. 18 +59 TO STA. 20 +45 N.T.S. EX. R/W I" MATCH EXISTING 30' TRENCH LOCATION VARIES VARIES EDGE OF' EXISTING PAVEMENT 1 1 2' Q R/W & CONST. 30' VARIES 12' i. 14' -22' L VARIES EX. R/W WIDENING 6' MATCH TUKWILA COMMUNITY CENTER GRADING 11' -14' • • - VARIES 1 ®a 00000 es 0000 0 �'r 1 1 r 4' 0 0 NOTE: SEE SHEET 7 FOR LOCATION OF SIDEWALK. AND STREET WIDENING. 2:1 FILL OR CUT • MATCH EXISTING SLOPE TYPICAL ROADWAY SECTION - S. 124TH ST. STA. 50 +00 TO STA. 60 +59 N.T.S. 42ND AVE. S S. 124TH ST. 19611116M weQNs eEl't e .ENOINEERING.STREETB. WATER. BEWER.PARKS.BUILDINO. Inn TCC DRIVEWAY SECTION N.T.S. HORIZONTAL DATUM NAD 83(91) WA NORTH ZONE VERTICAL DATUM NAVD 88 BENCHMARKS: BM1 - EXISTING RR SPIKE ON EAST SIDE 42nd AVE.' S. * 140' NORTH OF NORTH END BRIDGE OVER GREEN RIVER t1' WEST OF EAST EDGE OF PAVEMENT. ELEV. 23.59 BM2 - REBAR WITH RED CONTROL CAP ON WEST SIDE OF INTERSECTION OF 42nd AVE. S. / S. 124th ST. ELEV. 23.85 8M3 - PK NAIL AND WASHER AT INTERSECTION OF 50th PL S. / S.124th ST., IN WESTERLY MOST ASPHALT ISLAND ON EASTERLY SIDE OF 50th PL S. ELEV. 19.10 mom mom corlsu rEGffinee 19031 3330 A. S. Sit• 301 LH ow& WA 990311-6138 191/719 -3431 LEGEND: EXISTING PROPOSED • CI c 3 Ca ■ CB O • -6 1 Ha � v DC DG y © >4 Gv • UP a -4- MM1 F GENERAL NOTES: 1. LOCATIONS OF UNDE AND ARE BASED ON OF' SURFACE FEATUF EXIST WHICH ARE NI VERIFY THE INFORM PRIOR TO START OF 2. PAVEMENT WIDTHS A 3. DRAINAGE STRUCTUR THE PLANS ARE TO 4. THERE SHALL BE NI EXISTING MATERIAL I PROTECTED AREA HI ZONE IS THE 8' TO SURFACE. THERE S WITHIN THE PROTEC' CONSTRUCTION NOTES pX ROADWAY CONSTRUC ROADWAY SECTION: 0 CEMENT CONC O2 FINISH COURS DEPTH AS NO O3 LEVEUNG COL 0 ASPHALT TREE O ASPHALT CON © CEMENT CON( 0' 6' GRAVEL BI © GRAVEL BORR 09 CEMENT CON( 10 . ASPHALT CON 11' CRUSHED SU 12 PLANTER STR • PLANE EXISTI • FULL. DEPTH NOTE: ALL DEPTHS M TUKWILA FRONT LEGEND AND " .BLE . . CROSS SLOPE VARIES ■ 2% VARIES 5 8+59 ER ++ TABLE LOCATION (STA) 13+80 TO 16 +36 16 +36 TO 18+34 CROSS SLOPE 2% 20% (5:1) 24' — 42ND AVE. S. 31' — S. 124TH ST MATCH TUKWILA COMMUNITY CENTER GRADING 42ND AVE. S 2 1 S. 124TH ST. 1 1 2' 42ND AVE. S S. 124TH ST. 4 TCC DRIVEWAY SECTION N.T.S. HORIZONTAL DATUM NAD 83(91) WA NORTH ZONE VERTICAL DATUM NAVD 88 BENCHMARKS: BM1 — EXISTING RR SPIKE ON EAST SIDE 42nd AVE. S. t 140' NORTH OF NORTH END BRIDGE OVER GREEN RIVER ± 1' WEST OF EAST EDGE OF PAVEMENT. ELEV. 23.59 • 8M2 — REBAR WITH RED CONTROL CAP ON WEST SIDE OF INTERSECTION OF 42nd AVE. S. / S. 124th ST. ELEV. 23.85 BM3 — PK NAIL AND WASHER AT INTERSECTION OF 50th PL. S. / S.124th ST.. IN WESTERLY MOST ASPHALT ISLAND ON EASTERLY SIDE OF 50th PL. S. ELEV. 19.10 aqua C71113 r cialu a ammo LEGEND: EXISTING ❑ CB 0 HB i3: Lam. DC GV iY UP -•- BI" PROPOSED ■ CI CURB INLET ■ CB CATCH BASIN, TYPE 1 • SANITARY SEWER MANHOLE FIRE HYDRANT HOSE BIB WATER METER D4 WATER VALVE GAS VAULT GAS VALVE UTILITY POLE GUY ANCHOR )-•� STREET LIGHT MAIL BOX F SIGN BENCHMARK INNEN TRENCH DRAIN GENERAL NOTES: EXISTING PROPOSED -- X— X —X-. -- -- S — HPG- - 1. LOCATIONS OF UNDERGROUND UTILITIES ARE APPROXIMATE AND ARE BASED ON RECORD DRAWINGS AND OBSERVATIONS OF SURFACE FEATURES. UNDERGROUND UTILITIES MAY EXIST WHICH ARE NOT SHOWN. THE CONTRACTOR SHALL VERIFY THE INFORMATION SHOWN ON THESE DRAWINGS, PRIOR TO START OF CONSTRUCTION: 2. PAVEMENT WIDTHS ARE SHOWN FROM CONST. CL TO FACE OF CURB. 3. DRAINAGE STRUCTURE OFFSET LOCATIONS AS INDICATED ON THE PLANS ARE TO CENTER OF PRECAST BASE SECTIONS. 4. THERE SHALL BE NO SOIL DISTURBANCE OR EXCAVATION OF EXISTING MATERIAL BELOW THE PLOW ZONE WITHIN THE PROTECTED AREA HIGHUGHTED ON SHEET 4 AND 8. THE PLOW ZONE IS THE 8" TO 12" IMMEDIATELY. BELOW THE EXISTING SURFACE. THERE SHALL ALSO BE NO HEAVY EQUIPMENT TRAFF1C WITHIN THE PROTECTED AREA. CONSTRUCTION NOTES: OX ROADWAY CONSTRUCTION NOTE ROADWAY SECTION: 0 CEMENT CONCRETE CURB AND GUTTER. 02 FINISH COURSE, ASPHALT CONCRETE PAVEMENT, CLASS B. DEPTH AS NOTED O LEVEUNG COURSE, 1 -1/2" ASPHALT CONCRETE PAVEMENT, CLASS 8. ASPHALT TREATED BASE, DEPTH AS NOTED OS ASPHALT CONCRETE PAVEMENT CLASS B, 8" THICKNESS © CEMENT CONCRETE SIDEWALK, 4" THICKNESS. O7 6" GRAVEL BASE. © GRAVEL BORROW 09 CEMENT CONCRETE BARRIER CURB, LOCATION AS SHOWN ON PLAN. 10 . ASPHALT CONCRETE CLASS B .PRELEVEUNG (0.50' MAX DEPTH), 11 CRUSHED SURFACING TOP COURSE (DEPTH VARIES) 12 PLANTER STRIP (4" THICKNESS TOPSOIL TYPE A) PLANE EXISTING PAVEMENT. SEE PLAN FOR LOCATION FULL DEPTH PAVEMENT SAWCUT, ALSO REFER TO CONSTRUCTION NOTES. NOTE: ALL DEPTHS MEASURED AS COMPACTED DEPTHS. _S. —SD W FENCE TREE SHRUB SANITARY SEWER STORM DRAIN WATER UNE HIGH PRESSURE GAS GAS LINE PLANE EXISTING PAVEMENT / / / / /// PAVEMENT SAWCUT —C —C— LIMIT OF CUT —F —F— LIMIT OF FILL RIGHT -OF -WAY DUCTILE IRON PIPE DIP CPP PROTECTED AREA CORRUGATED POLYETHYLENE PIPE SIDEWALK PHONE NUMBERS: FIRE /MEDIC 1 POLICE PHONE COMPANY (US WEST) GAS COMPANY (WNG) CABLE TV (ICI) WATER (CITY OF TUKWILA) SEWER (CITY OF TUKWILA) SEWER (METRO) • SEATTLE CITY UGHT TUKWILA COMMUNITY CENTER (CITY OF TUKWILA) METRO (BUS) TUKWILA COMMUNITY CENTER FRONTAGE IMPROVEMENTS LEGEND AND TYPICAL ROADWAY SECTIONS Imo •- Num 911/433 -1808 345 -3399 622 - 6767/477 -3285 433 -3434 433 -1860 433 -1860 684 -1292 386 -1674 433 -0179 684 -2792 REINFORCING FABRIC (DRIVING LANES ONLY) COMPACTED SUBGRADE u 1 EXPIRES 4 /16 /,, EXPIRES 6/19/ Qd CALL 48 HOURS BEFORE YOU . DIG 1-800-424-5555 M ONION Ws NO IN AE INN x //A i i / / / //// / // / / /// ELEV ELEV 23.58 23.47 B -1A PLAN SHEET 5 ROADWAY CONSTRUCTION NOTES STA. 13 +50 TO 19 +00 (42ND AVE. S.) 1 REMOVE EXISTING FENCE AT THE FOLLOWING LOCATION; NONE THIS SHEET 2 EXISTING UTILITY POLE, GUY POLE AND STREET UGHT TO BE RELOCATED BY OTHERS: .SIA, 18 +68. 16' RT. 3 EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS: NONE THIS SHEET. 4 ADJUST GAS VALVE COVER TO GRADE AT THE FOLLOWING LOCATIONS (BY OTHERS):• NONE THIS SHEET 5 ADJUST GAS VAULT COVER TO GRADE AT THE FOLLOWING LOCATIONS (BY OTHERS): NONE THIS SHEET 6 ADJUST WATER VALVE COVER TO GRADE AT THE FOLLOWING LOCATIONS ST MRS 14 +00. 19' RT. 7 ADJUST WATER METER BOX TO GRADE AT THE FOLLOWING LOCATIONS : NONE THIS SHEET 8 REMOVE TRAFFIC SIGNS AT THE FOLLOWING LOCATIONS: 14+85, 16' RT. 15 +12, 14' RT. 16 +22. 20' RT. 18 +33, 16' RT. 18 +44, 12' RT. B -2 ELEV 23.60 STA 16 +46 ELEV 24.00 . ii Vd A ti12111s._ VV S 1 . r If1 —r ELEV 23.80 GRADING — DETAIL C—S C-4 SCALE: 9 CONSTRUCT ASPHALT CONCRETE RAMP• AT THE FOLLOWING LOCATION: 13 +75, RT. 18+69. RT. 10 CONSTRUCT REVERSE SLOPE DRIVEWAY APPROACH AND TRANSTIION AS DESCRIBED BELOW: .5IE, .2012I11 14 +72, RT. 20' 11 REMOVE BOLLARDS AND CONCRETE PAD. METRO TO REMOVE BUS SHELTER. BENCH AND WASTE RECEPTACLE. 18 +50, RT. • 12 INSTALL TRASH RACK. 16 +37. 120' RT. STA 16 +38.33 ELEV 23.80 13 REMOVE DUSTING EXTRUDED CURB. INSTALL. CEMENT CONCRETE BARRIER CURB AT THE FOLLOWING LOCATIONS: NONE THIS SHEET. 14 CONSTRUCT MODIFIED CURB RAMP. REFER TO GRADING DETAIL A A. 15 INSTALL 4 —INCH DIAMETER SCHEDULE 40 PVC SLEEVE FOR IRRIGATION SYSTEM. CAP ENDS OF OF PIPE. 18 CONSTRUCT SILT FENCE STA 14 +00 TO STA 20 +43. STORM DRAINAGE GENERAI. CONSTRUCTION NOTES 1 CATCH BASIN AND CURB INLETS IN THE ROADWAY SHALL HAVE A STANDARD GRATE. . REFER TO DETAILS IN CONTRACT PROVISIONS. 2 ALL CATCH BASIN LOCATED IN SIDEWALK SHALL HAVE A SOLID METAL COVER. REFER TO DETAILS IN CONTRACT PROVISIONS. STA 16 +46 ELEV 23.00 L P J FR TA 16+46 ELEV 22.88 PLAN SHEET 5 131B9 ENT =LEI. DELTA A. 93d58'00' R A. 20.00' L = 32.80' T v 21.43' LilID�H DELTA - 66d02'00' R- 20.00' L . 30.03' T - 18.66' TOP OF CURB CURVE A CONSTRUCTION NOTES M oo 11*11S gab NNE kb ME MI STA. 13 +50 TO STA. 19 +00 (42nd Ave S.) Is y ELEV ELEV ELEV STA 16+46 23.58 23.47 23.60 ELEV 24.00 25.04 SD LTER 23.80 GRADING — DETAIL C—,51-4 SCALE: 1' =10' CONCRETE RAMP AT THE FOLLOWING LOCATION: SLOPE DRIVEWAY APPROACH AND TRANSITION 20' 1/40 CONCRETE PAD. METRO TO REMOVE AND WASTE RECEPTACLE. STA 16 +46 \ ELEV 23.00 /> PLAN/7/FR STA 16 +46 f ELEV 22.88 f STA 16+38.33 ELEV 23.80 /J RUDED CURB. INSTALL CEMENT CONCRETE BARRIER fINC LOCATIONS: CURB RAMP. REFER TO GRADING DETAIL A . ETER SCHEDULE 40 PVC SLEEVE FOR IRRIGATION OF OF PIPE. CE STA 14 +00 TO STA 20 +43. . CONSTRUCTION NOTES IRB INLETS IN THE ROADWAY SHALL HAVE A STANDARD GRATE. CONTRACT PROVISIONS. ^ATED IN SIDEWALK SHALL HAVE A SOUD METAL COVER. CONTRACT PROVISIONS. STA 18 +34 ELEV 23.84 ELEV 24.33 24.81 PLAN SHEET 5 CURB ALIGNMENT .CURVE A DELTA - 93d58'00 R - 20.00' L- 32.80' T 21.43' S3lE05_8 DELTA - 88002'00' R • 20.00' L • 30.03' T - 18.66' TOP OF CURB ELEVATIONS CURVE A PC 15 +71.47 (42ND AVE S.) 24.04 1 4 24.01 1 2 23.91 3 4 23.64 PT 10+36.30 (T.C.C.) 23.47 TOP OF CURB ELEVATIONS CURVE B PC 10+36.30 (T.C.C.) 23.47 1/4 23,58 1 /2 23.80 3 4 24.09 PT 16+35.62 (42N0 AVE. 5.) 24.13 GRADING — DETAIL C—,5174 SCALE: 1' =10' CB -5A (2 G 1-0+00 10+20 1-0 +40 TCC DRIVEWAY AT 42ND AVE S. SCALE: HORIZ. 1" =10' VERT. 1' =5' O(''`. pif • EXPIRES 4/16/t7 1961e`tE WINN : eepfle ,ve S. .EN GIN BENIN G.STREETS. WATER.eEWER. PARKS. BUILDING. 71! PROJECT LIMIT STA 13+51 N STA 13 +80 BEGIN LANE TAPER, RT m STA 13 +80, 9' RT . . MN P,''''';'"-Ir,-S--- 4'''.' - biN Lirin ear --...,____.2. -41*kNil ;tax .■.<-.7 Alikilftkis.111L 4 • 4 '-'---Ill -JI'/ --A•P 1� ^��i %i ! 417 %.•• V71...' Sri Z.AW OTECTED AREA �0 It STA 14 +25, EXIST. E.O.P. LT DUI►AMISH RIVER STA 15 +45 SEC. 10, T.23N., R.4E., W.M. 0 STA 13 +80, 12.17' RT BEGIN CURB, GUTTER, AND 6' SIDEWALK & PLANTER STRIP BEGIN SIDEWALK TAPER 9B• ss. EXPIRES 4/16/97 EXPIRES 6/19/ 98 ss. STA 14 +25, 9' RT STA 14 +00 END SIDEWALK TAPER STA 16+06.56 42ND AVE. S. CONST Q) = CURB INLET G.E.= 23.54 I.E. (E)-- •- 2-H60 -- - - ��- TOP OF BAN- R"'�'- --. AVE. STA B +16 +36. 8 LF 8' CPP S -6.38% 'fmiriz,9i,rIN%1� tab._ USIMN,,rafr/WsowsK • ZAP %ff8 /J /ir.O'' Sdasi�.w : i►• S2- a \i�c"a ft' STA 15+00, 0' LT STA 16 +00, 9' RT STA 15 +00 9' RT 1 STA 16+00 11' RT PROJECT UMR 10+333 CONSTRUCTION CENTERUNE CURVE DATA CURVE PI STATION DELTA RADIUS TANGENT LENGTH 1 14 +50.69 12'20'13' 800.00' 86.46' 172.25' + n 0 STA 16 +21.5, 112' RT CB -6A RIM= 21.00 I.E.= 18.80 88 LF 12".. S= 1.44% 10 LF 12" DIP S= 1.00% OUTLET TO I E. =18.70 PLEq L STA 17 +00, 11' RT STA 17 +00, 7' RT SEE SHEET 4 FOR GRADING DETAILQ ST. SWALE PROPOSED. GROUND LINE AT:. CONST. . Ct .......... .' EXISTING GROUND UNE AT CONST. Q. • CL PROFILE ELEV. T.C. ELEV. (RT.) :. :24.44;.• 2450 ... . 2510 • • +75 • •14+00•'. • 24;46 • 25:06 24.33 24.75 • ; :CB -1A : : : . : ... STA: 15 +71:.5: (21' •RT). • G:E.= 23.9 •' I.E. (W)- 21.09 LE: (N)= 20.76 24:20 24.4 .24 24 07.•.. 27 • • • 46: LF 12' DIP• S= :0.50% : EX 8'• WATER : • VERIFY LOCATION= •58:'LF:'12"'.CPP "' s= .0.50% STA: 16 +17 (24.8'1RT) TYPE: I • . ' I.E. • G.E.= 23.31 E ..::.LE: I.E: (S) =:20.53:':: I.E. (N' &: E)= 20.07 • CB -3A ... 50`Lf• 1T °CCP .;..: 5 =• 0 50%. • • . STA; 16 +75:(21': TYPE:' I . . G.E.= •23. N :& 'CB -.4A:.'. •8 :::..:.. :. ' . STA. 17 +25 :(21*: RT) 21,15 .. . TYPE: I . . S) =; 20.36, . • G.E.= :22.36 • LE: • (W)= 21.40 I.E.: (N :& S) =.:20.61 23.95 • •24.19 23.88 24.07 23,85':.':'23 90:.:: 23.96 ... ... 23.98 . 24.17 24.03.. ...24.10 24.22 • • • • • 24.29 24.23. 24.42•• +25 ' +50 +75: ...15+00 .:.:.. • +25 .:.:..:+50:•... +75' 16 +00 •. +25 +50 +75 17 +00 +25..• A•A`tE weQIRE eE19911 . ENGINEERING. STREETS. WATER.SEWER.PARKS.SUILDINO. TUKWILJ FRONT PLJ STA. 13 +50 TC R -� SEC. 10, T.23N., R.4E., W.M. STA 15+45 STA 16 +06.56 42ND AVE. S. CONST CL) CI -3A STA 17 +25 (13.17' RT) CURB INLET (E)= 21.92 SEE SHEET 4 FOR GRADING DETAIL :BEG(N;•P STRIP' CONST: 8 LF 8' CPP 5 =6750'1 -- =6.385 T o� LF B� CPP 5 =7.135 . n, • s � OLI,.. -�-j �_ Sri. Vie: -•• :� _a C iWe. i..!!/. --44%, ((44:fiFA4iMi tea...._ o= :���1., w yySMIIM- mri"" �l viii ^L'��m�t��� w� �''�.�4Qd'- ��r:'��ib'�C mss:. �-v �,o lli1 0 / 0 . va i 1 TA 15 +70 ND PLANTER STRIP 0_LT STA 16+00. 9' RT RT L STA 16+00 11' RT PROJECT LIMIT N.T.A.. 10 +333 E DATA TANGENT 86.46' LENGTH 172.25' C) IA STA 16 +21.5, 112' RT CB -6A RIM= 21.00 I.E.= 18.80 88 LF 12"...DIP -...j 5= 1.44% EO @E ASPHALT \ CURB STA 18+25 7' RT STA 18 +25. 11' RT 17 +00. 11' RT STA 17+00. 7' RT SEE SHEET 4 FOR GRADING DETAILQ NIP STA 18+44 END PLANTER STRIP STA 18+59 END CURB, UTTER AND SIDEWALK STA 18 +75, 0' LT STA 18 +75, 14' RT 10 LF 12" DIP S= 1.00% OUTLET TOOEXIST. SWALE L`: �18.70 \ \_ CURB & GUTTER NOT IN CONTRACT LIMIT OF OVERLAY �-a SCALE IN FEET 20 0 IA 15+71.5 (21' RT) 23.9 'W)= .21.09 ;N)= 20.76 : '23.88 24.07 46• LF 12" DIP. S= .:0.505 EX 8"• WATER VERIFY LOCATION C8 -2A STA. 16+17 (24.8'3 RT) TYPE .I G.E.= 23.31 I.E. (S)= 20.53 ' : I.E. (N & E) =. 20.07 23;85 ' 23.90 • 58:1.F'12':•CPP:: :. S= 0.505 ' : • ' CB-3A +50 +75' 16 +00 • STA• 16 +75:(21' RT)' : CB =4A' ' TYPE. I .. ............... .. G.E.= 23:18 STA 17 +25.(21': RT I.E. (W)= 21.15: ... TYPE' I .. : I.E. IN &. S)= :20.36 G.E.= 22.36 I.E. W)= 21:40 I.E. N :& S)= 20.61 '23.96 23'.98. 24.17, 425' +50.:..: 24.03 . .24.10 : 24.22 ' • 24.29 • +75 17 +00 24.23. 24.42: +25. ' .. 24.35 24.54; • 20 ALL 48 HOURS BEFORE YOU DIG 1- 800 - 424 -5555 24'50' • 24:69 +50 :.'..167.. • S= LF 0. 12': DIP. 505 '• C8 =5A:i ' STA': 18+90:(25'. RT). .TYPE. I • G.E.= :2385. I.E,:(S)= 21.45•.: '. .: 24.65 '' 24.77: 24.84 ' 24.96• 18 +00 • +25:• 24:90' 25:09 +50.'.' 24.8124.68 25.00 0 0 0) 30 24.49. : •:+69+75' 9+00.: TUKWILA COMMUNITY CENTER FRONTAGE IMPROVEMENTS NMI e© i r 2146'016 salt T• isle MINI PLAN SHEET PLAN AND PRO7 FILE ROADWAY CONSTRUCTION NOTES STA. .19+00 TO STA. 20 +00 (42N0 AVE S.) STA. 50+00 TO STA. 54 +50 (S. 124TH ST.) • 1 REMOVE EXISTING FENCE AT THE FOLLOWING LOCATION: STA. LWITS APPR0X. LENGTH I'tff 51+40 TO 54 +50. RT. 310' WIRE 2 EXISTING UTILITY POLE AND GUY WIRE TO BE RELOCATED BY 01} Sib 52 +55. 21' RT. 3' EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS: NONE THIS SHEET. 4 ADJUST GAS VALVE. COVER TO GRADE AT THE FOLLOWING LOCATII 52 +75, t2' RT. 52 +99, 14' RT. 53+13. 28' RT. 5 ADJUST GALS VAULT COVER TO GRADE AT THE FOLLOWING LOCAT1 Sib 52 +45, 23' RT. 52 +52. 25' RT. 6 ADJUST WATER VALVE COVER TO GRADE AT THE FOLLOWING LOG RA. LINKS 52 +5e, 18' LT. 52 +62, 19' LT. 53 +02, 19' LT. 7 ADJUST WATER METER BOX TO GRADE AT THE FOLLOWING LOCAT Si6 51 +36, 2e' RT. 51 +50, 28' RT. 8 REMOVE TRAFFIC SIGNS AT THE FOLLOWING LOCATIONS: 52 +12, 16' RT. 9 CONSTRUCT ASPHALT CONCRETE RAMP AT THE FOLLOWING LOCA1 Sib 51 +32, RT. 10 CONSTRUCT REVERSE SLOPE DRIVEWAY APPROACH AND TRANSITIC AS DESCRIBED BELOW: NONE THIS SHEET 11, RELOCATE. BUS SHELTER`AND.BENCH T0, BACSC OF:WALK. REMC NONE THIS SHEET. 12 INSTALL TRASH RACK NONE THIS SHEET. 13 REMOVE EXTRUDED CURB. INSTALL CEMENT CONCRETE BARRIER STA LWRS 50 +98 - 51 +16, 12' LT. 51 +06 - 51 +26, 12' LT. 51 +58 - 51+94, 12' LT. 51 +96 - 52+34,12' LT. 53+12 - 53+42, 12' LT. 54+00 - 54+19, 12' LT. STORM DRAINAGE GENERAL CONSTRUCTION NOTES 1 CATCH .BASIN AND CURB INLETS IN THE ROADWAY SFA.t. HAVE 1 REFER TO DETAILS IN CONTRACT PROVISIONS. • 2 'ALL CATCH BASIN LOCATED IN SIDEWALK SHALL HAVE A' SOUD REFER TO DETAILS IN: CONTRACT PROVISIONS. m. 21416016 WI NM di &NE INS CONSTRUCTION NOTES STA. 19 +00 . TO STA. 20 +45 (42nd Ave S.) STA. 50 +00 TO STA: 54 +50 (S. 124th ST.) S.) ST.) PLAN SHEET 7 PLAN AND PROFILE ROADWAY CONSTRUCTION NOTES STA. 19 +00 TO STA 20 +00 (42ND AVE. S.) STA. 50+00 TO STA. 54 +50 (S. 124TH ST.) PLAN SHEET 7 CURB , .Nu NT ..GUBItE C 1 REMOVE EXISTING FENCE AT THE FOLLOWING LOCATION: DELTA - 34d41.32. R - 10.00' STA UMRS A?2110X. LENGTH L - 6.05' 51 +40 TO 54 +50, RT. 310' WIRE T - 3.12' 2 EXISTING UTILITY POLE AND GUY WIRE TO BE RELOCATED BY OTHERS: S1� 52 +55, 21' RT. 3 EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS: NONE THIS SHEET. 4 ADJUST GAS VALVE COVER TO GRADE AT THE FOLLOWING LOCATIONS (BY OTHERS): 52 +75, 12' RT. 52 +99, 14' RT. 53 +13. 28' RT. 5 ADJUST GAS VAULT COVER TO GRADE AT THE FOLLOWING LOCATIONS (BY OTHERS): fifd 52 +45, 23' RT. 52 +52, 25' RT. 6 ADJUST WATER VALVE COVER TO GRADE AT THE FOLLOWING LOCATIONS 5TA. LIMITS 52 +58, 18' LT. 52 +62, 19' LT. 53 +02, 19' LT. 7 ADJUST WATER METER BOX TO GRADE AT THE FOLLOWING LOCATIONS: SIe, 51 +36, 28' RI. 51 +50, 28' RT. 8 REMOVE TRAFFIC SIGNS AT THE FOLLOWING LOCATIONS: 52 +12, 16' RT. 9 CONSTRUCT ASPHALT CONCRETE RAMP AT THE FOLLOWING LOCATION: 51+32, RT. 10 CONSTRUCT REVERSE SLOPE DRIVEWAY APPROACH AND TRANSRION AS DESCRIBED BELOW: NONE THIS SHEET 11 RELOCATE BUS SHELTER AND BENCH TO BACK OF WALK. REMOVE BOLLARDS. NONE THIS SHEET. 12 INSTALL TRASH RACK NONE THIS SHEET. 13 REMOVE EXTRUDED CURB. INSTALL CEMENT CONCRETE BARRIER CURB. STA LIMITS 50 +98 - 51+16, 12' LT. 51 +06 - 51+26, 12' LT. 51 +58 - 51+94, 12' LT. 51 +96 - 52+34, 12' LT. 53 +12 - 53+42, 12' LT. 54 +00 - 54 +19, 12' LT. STORM DRAINAGE GENERAL CONSTRUCTION NOTES 1 CATCH BASIN AND CURB INLETS IN THE ROADWAY SHALL HAVE A STANDARD GRATE. REFER TO DETAILS IN CONTRACT PROVISIONS. 2 ALL CATCH BASIN LOCATED IN SIDEWALK SHALL HAVE A SOUD METAL COVER. REFER TO DETAILS IN CONTRACT PROVSIONS. consu rOffinae ISOM SW w I43 ,n, rr ]LTi J r L7Cm0 arum =HEN EXPIRES 4/164'/ [ EXPIRES 6/19/? . ENGINEERIN 0. STREETS. WATER. SEWER. PARKS. BUILDING. LL- SEC. 10, T.23N., R.4E., W.M. SS Stub GRAVE CANE O STA 52 H� STA 10 PROJECT UMIT STA 20 +45 STA 50+09 U W 0 S. 124TH ST STA 20 +00.0OO (42ND AVE S4 CONST. Q flR #4 6 PROJECT LIMIT STA 10 +45 STA 52+65 13' RT 36'7'. STA 51+32, 13' RT 13_ PICKET \ Yi:N t8 ' ++�F FENCE A 51+30, 31.5'�� TOP OF BANK 12-vi _x . cu NBT36•32'W 51 STA 51 +32, 2 BEG . , UTTER I 111 I I 1/1 II 1 STA 20+00, 1 I EXIST. E.O.P. LT' STA 20 +00, 1 PHONE soon+ STA 50+62.59, 22'( P.T. CURB RETURN ELEV= 23.42 UMRc710F OVERL'4?'— Marig-'� CB -2B W1RE r- — — -- \ f1 Cr i 4 LFj TRENCH DRAIN vS =0I5% STA 61 +30. 35' RT P.C. CURB RETURN T.C. LEV= 24.83 1•1 STA 19+39.47, 14' RT P.C. • RB RETURN T.C. EI.EV= 24.83 SS• Jess 48" SS GROCERY STORE 12404 MATCHUNE STA. 19 +00 — SEE SHEET .5 c� STA 52 +65, 14' RT CL PROFILE: ELEV.: 2449. T.C. ELEV. (RT) • . - -: • • 19 +00 24.32 +25: • +50 +75 24.84 24.21' 23;82 • CB -1B ........ ... .. STA..51 +30:(21.16' LT) TYPE :1: .. G.E: =21;90' I.E. (E & W) ..19.86 23.49 23.5: 23.08 PROPOSED AT' CONST. GROUND • LINE -EXISTING .GROUND: JJNE AT CONST. • Ok .............. .,175•LF• 2' DIP :S 0:35X U .. CB-2B STA 53 +05 (21.16' ; RT) TYPE. I..: :21.13.. I.E::(E do W) =:.1.9.25 22.87' ' ' 22;59 :..22 37... EQUATION "50 +00 +25 20 +00 • 22.69 22.51. ; 22;38 •;2226:; 22.16 22.14 22:03 . ..21 :81 21.64' 22.02 21.75 21.63 +50 +75• 51+00 +25 +32 +50 ...:......... +75 52 +00 +25 +50 ........... +75........... 53+00 196111110E WeIMs BEAM .ENGINEERING.STREETO. WATER.SEWER.PARKO.BUILDING. TUKWIU FRON1 PL STA. 19+00 TC STA. 50 +00 TC E 78 SEC. 10, T.23N., R.4E., W.M. STA 51+32, 13' RT \ I PICEE% \ a' ENCE PROJECT LIMB STA 10+45 STA 52+65 13' RT 1 W U •W cc SS STUB GRAVEL B —e H•• STA 52 +72.86 (S. 124TH ST.)= STA 10 +00 (43RD AVE. S.) MOUSE 4306 HOUSE I( 4316 z 24". GRAVEL PINE EXT. CURB 51 +30, 31.5' i,1Lr. CuRb E) 00 ER •, WIRE 4' ,NI \ 0 I ?� f j 41 ©- p Ll 4 L1j TRENCH DRAIN �\ l 1 �S =o 5x STA 61 +30, 35' RT P.C. (CURB RETURN T.C. LEV= 24.83 I I STA 52+65, 14' RT SCALE IN FEET 20 0 20 40 W cn W N O to W z EXPIRES 4/161f7 1 EXPIRES 6/19/ !/ CALL 48 HOURS IL BEFORE YOU DIG 1- 800 - 424 -6666 PROPOSED GROUND- LINE AT CONST. • • .... . . ...... .. ... .. . 30 EXISTING .GROUND: LINE CONST.•.Q, 0 (21.16' . LT) W) =19.86 23.5; 23.08 - 22.69• +25+32' • .22.87; : • 22:59 22.51 22 :38 +50 .... ••••••+75 ...:.:. 22 ,37, • 22.26 52 +00.:... O t0 d' In :� .70 LF 1 DIP •S= 0.35X... . • ••'71•LF.12" :DIP .S>= CB-28 STA 53 +05 (21.16' RT) G :E. =:21.13: ".': I.E. (E & W) =' .1.9.25 CB -3B . STA:-53+75 ;(21.67 .' : RT) • TYPE: 1.. THROUGH CURB • GI.= • 20.92 I.E,.(E:&•W)= 19.00 0 35%: . 22.16 22.14; • 22;03 • 22:.02 +25 +50• :21.64' CB =4B "STA :54 +46 (21:16' RT) TYPE I G.E. -• 21 :28 I:E.: (E: iti •W)= 18 :76 . • N 25 ..... 20 w H ;21.75__,• 21.63; . 21.58. ...21 :61 21.75 2 .87 21.58 ,,,21.51, •;21:42•• •21.54 • +75........53+00 conSU +25 +50. +75 TUKWILA COMMUNITY CENTER FRONTAGE IMPROVEMENTS 21.65 • •••21 :75 54+00........ •• PLAN AND PROFILE " STA. 19 +00 TO STA. 20 +45 42nd Ave S. STA. 50 +00 TO STA. 54 +50 (S. 124th ST • +25 +50 MEN LIM EMI MIN ©© 45 ..... 1 l r 214.~06 si t• dis ME IN PLAN SHEET. 9 PLAN AND PROFILE ROADWAY CONSTRUCTION NOTES STA. 54 +50 TO STA. 60 +12.9. (S. 124TH ST.) 1 REMOVE EXISTING FENCE AT THE FOLLOWING LOCATION: STA L8TTS APPROX. LENGTH IYPE 54 +50 TO 59 +45, RT. 500' WIRE 2 EXISTING UTILITY POLE AND GUY WIRE TO BE RELOCATED BY OTHERS: 516. 57 +57, 22' RT. 3 EXIS11NG UTILITY POLE TO BE RELOCATED • BY OTHERS: 576 55 +03, 21' RT. 57 +74, 29' RT. 59 +25, 23' RT. 4 ADJUST GAS VALVE COVER TO GRADE AT THE FOLLOWING LOCATIONS (BY OTHERS): 576 60 +11, 9' RT. 5 ADJUST GAS VAULT COVER TO GRADE AT THE FOLLOWING LOCATIONS (BY OTHERS): NONE THIS SHEET. 6 ADJUST WATER VALVE COVER TO GRADE AT THE FOLLOWING LOCATIONS: STAY U ITTS 55 +04, 17' LT. 55+14, 19' LT. 55+53, 19', I.T. 57 +56, 18' LT. 57 +65. 19' LT. 57 +98, 16' LT. 60+08, 19' LT. 7 ADJUST WATER METER BOX TO GRADE AT THE FOLLOWING LOCATIONS: NONE THIS SHEET. 8 RELOCATE PRNATE SIGNS AND REMOVE TRAFFIC SIGNS AT THE FOLLOWING LOCATION: NONE THIS SHEET. 9 CONSTRUCT ASPHALT CONCRETE RAMP AT THE FOLTAWING LOCATION: ST6 9 +51, LT. (46TH AVE. S.) 10 CONSTRUCT REVERSE SLOPE DRIVEWAY APPROACH AND TRMNSTTION AS DESCRIBED BELOW: NONE THIS SHEET 11 RELOCATE BUS SHELTER AND BENCH TO BACK OF WALK. REMOVE BOLLARDS. NONE THIS SHEET. 12 INSTALL TRASH RACK NONE THIS SHEET. 13 REMOVE EXTRUDED CURB. INSTALL CEMENT CONCRETE BARRIER CURB. $18...-1J1813 54 +56 - 54 +78, 12' LT. 55+80 - 56 +15. 12' LT. 56 +56 - 56 +64, 12' LT. 57 +13 - '57+38, 12' LT. 58 +09 - 58 +24, 12' LT. 58 +95 - 59 +70, 12' LT. 14 CONSTRUCT MODIFIED CURB RAMP. 15 CONSTRUCT STANDARD CURB RAMP. STORM DRAINAGE GENERAL CONSTRUCTION NOTES 1 CATCH BASIN AND CURB INLETS IN THE ROADWAY SHALL HAVE A STANDARD GRATE. REFER TO DETMLS IN CONTRACT PROVISIONS. 2 ALL CATCH BASIN LOCATED IN SIDEWALK SHALL HAVE A SOLID METAL COVER. REFER TO DETMIS IN CONTRACT PROVISIONS. PUN SHEET 9 Sall 12 DELTA - 124441'32' R- 35.00' L • 76.17' T - 66.80' )i!JlF DELTA - 124441'32' R- 35.00' L - 76.17' T- 68.80' • 1218E DELTA - 34441'32' R - 10.00' . L - 6.05' T - 3.12' .lid DELTA - 36d52'12r R - 10.00' L- 6.44' T -3.33' =LB k! DELTA - 124441'32 R - 35.00' L - 76.17' T- 66.80' OF " ELEVA ' S CURVE D 1 21.88 D 1 v F7 ■21.60 tail: Bra 21 TOP Of CURB ELEVATIONS CURVE E PT 9 +51.00 (T.C.C.) i 4 12 3 4 PRC 55+93.28 (S. 124TH ST.) 21.52 21.89 22.37 22.54 22.49 TOP OF CURB ELEVATIONS CURVE F 'ARC 55 +93.28 (S. 124TH ST.) 1 22.49 PT 55+98.97 (S. 124TH ST.) j 22.51 TOP OF CURB ELEVATIONS ( CURVE G l PPRRC 559+660 Cs. 124TH ST.) ST.) j 23.99 OF D v T:ii-LS I;,r"ii7PAIRO H 23.99 2 .04 23.85 2 63 2 .1 IS N 21*015 ads NOE MIE Nim Now e© CONSTRUCTION NOTES STA. 54 +50 TO STA. 60 +59 (S. 124th ST.) CATION: nee WIRE ELOCATED BY OTHERS: THERS: OLLOWING LOCATIONS (BY OTHERS): DLLOWING LOCATIONS (8Y OTHERS): FOLLOWING LOCATIONS: 'OLLOWING LOCATIONS: SIGNS AT THE FOLLOWING LOCATION: :H AND TRANSITION OF WALK. REMOVE BOLLARDS. .ICRETE BARRIER CURB. 'AY SHALL HAVE A STANDARD GRATE. HAVE A SOLID METAL COVER. PLAN SHEET 9 CURVE Q DELTA . 124d41'32. R 35.00' L • 76.17' T . 66.80' CURVE F DELTA . 124441'32* R . 35.00' L • 76.17' T • 66.80' CURVE F DELTA . 34441'32' R • 10.00' L . 6.05' T . 3.12' CURVE C DELTA . 36d52'12r R • 10.00' L - 6.44' 7. 3.33' CURVE 11 DELTA . 124441'32" R • 35.00' L . 76.17' T • 66.80' TOP OF CURB ELEVATIONS CURVE D PRC 54 +52.44 (S. 124TH ST) 21.86 'I?, 1 3 PT 9 +51.00 (T.C.C.) 22.12 22.12 21.89 21.52 TOP OF CURB ELEVATIONS CURVE E PT 9 +51.00 (T.C.C.) 21.52 1 4 12 21.69 22.37 3 4 22.54 PRC 55+93.26 (S. 124TH ST.) 22.49 TOP OF CURB ELEVATIONS CURVE F PRC 55 +93.28 ME20111♦1 PT 55 +98.97 S. 124TH ST. 22.51 TOP OF CURB ELEVATIONS CURVE G PC . +54. PRC 59 +60.86 -6 EI>)IIN ®a 23.96 23.99 TOP OF CURB ELEVATIONS CURVE H PRC 59 +60.86 (S. 124TH ST.) 23.99 1 4 1 2 3 4 9 +56 (46TH AVE. S) 24.04 23.85 23.63 23.61 30 6 tR 1 us C4 N In 20 1 4.27% • 6z 30 9+60 9 +80 10+00 TCC DRIVEWAY:AT: S.: :124TH SCALE: . H0RIZ :1":;.10' VERT: :1'. =5' EXPIRES 4/16/} EXPIRES. 6/19/10 ST. LIMN SCI L3 fi ClICC© =Elm 196111161E WHINE eMAis e .ENGINEERING. STREETS. WATER. SEWER.PARKS. BUILDING. • I WAU( GRAVEL 0 AV PROJECT LIMIT STA 10+55 STA 54+60 12' RT ' CONC 18"(:) APPLE HOUSE 0 4318 =.7 0 LLJ z 2 25: tO: • 20 : F- UT z • 15 : 0 . 2 :a 4"W 55+00 CON 0 co 2 A LE 18".. SEC. 10, T.23N., R.4E., W.M. STA 55+22.86 S. 124TH ST'. = STA 10+00.00 (44TH AVE. S.) STA 55+85 12' RT HOUSE # 4402 2fagEtZledrder ./ 4'W .8 C .)/k HOUSE • K CONC. C AIN FEN -0- HOUSE # 4412 51 56+00 S. 124TH ST. W PROJECT LIMIT STA 10+55 HOUSE If 4426 • 1.41■4°C "JAL 12 NE" 4"W EX CURB UMR OF OVERLAY 57+00 N8736'32'W 12"W 5 I STA 57+72.86 (S. 124TH ST.) STA 10+00.00 (45TH AVE. S.) HOUSE # 4504 It* A:. toi NC. Aggiat.,2,71. t (ID 0 ts, STA 54+60, 14 RT II I.E.= 18.46 PROJECT LIMIT STA 9+51 • l.fLf.e/A SArLI.I.A% UPI • ...488.181181V/Alle.- 17158 RVE • 12"SD C8-3C 43 0 Li I STA 55+85, 14' RT .. : 0 . : . 4'W LUM Al ASP H. D /W 1111111M 124 GA1E 58+00 -1: R/W 4"W - .11111■11 SCAL. 20 ... ... • 51 .LE 12" 'DIP 5= 0:35 21.87 97: LF 12" DIP S= 0.50% 31. : Tr' DIP . : 5=-0.35% • ' EX: Er WATER. • : : : TC13-3C . . VERIFY. LOCATION " . • ce;•••2c ...... . .. : . sTA. 54+97 (22.5'. RT) :TYPE k ••:.• ••• •.• STA .55+93.28: (19.18' RT : • ' . : ! • GE= 21.5 'TYPE 'I • .' • I.E. (W & S)=: 18.58' : • . • : 21.74.. ' . : ....... • LE. (E)= .18.97 .... LE. (E. & W)=• 1964 22.01 • 22.16 22.32 22.35 2243 22 51• -- -- -- 22 53 . . . 450 : • +75 : 55+00 +25 +50 +75 150: LF. 12" • DIP :S=. 6.3b% STA:56+25 (2106 .RT) .. • TYPE I ... • • • • : C.E. 22.12 • • & 19.57 • • • 150 IF:12".' .... • CB-4C STA 57+75 (21',16'. . • TIP I • :DX.= :22.78 LE. & :W)=' 20.09 • .. • . • .. .. • .. . .. :. 23 13 22 89 . 57+00 .... 22.63 :22.62 22.76 22 71. 2294 22;80 ... . 56+00 +25 +50 +75 1961116,E EINIE,PE .ENGINEERING.STREETS.WATER.SEWER.PARKILBUILDING. 23.29 . 23.43 2102 22.16 • +25: .• +50 23.54 23.28 23.60 23.39 .. 23.64 23.51 23.69 23.65 +75 58+00 +25 +50 111031 Mot kw. IL. SW. 301 Lyrosecc4 WA 90336-66311 206/771-3434 TUKWI FRO! F STA. 54+50 1 W.M. :sE 412 LI Y i F_L . D W BRIT wA PROJECT UMR STA 10 +55 HSE 44 6 STA 57+72.86 (S. 124TH ST.) = STA 10 +00.00 (45TH AVE. S.) HOUS.T # 4504 PROJECT UMIT STA 10 +55 STA 60 +22.86 BRICK WALK S. 124TH ST. STA 10+00.00 (46TH AVE S.) IU 5' CHAIN 18 — LIMIT OF �xt. CL/R8 11N OVERLAY 57+00 N87'36'3•W ` 12"w ,..� 1nVER 1 <. Iil / /lull// / /ti SSSt tiff I WI iiiiiiiiiii ,,,,, -. i..i.,,i..� .. 11 + WT.; —ca,---4c CRAVE( Z8- • a �. - :.' _Y. ....� »'.._.... „, . M. A R < .... ..... CCURVE:.G: �' .M .k . C vnRc ��\ G I�� 'o 0 e illi NNf /3.5. 1■ 58 +00 59 +00 STA 59+50, 14' RT STA 59 +50, 12' RT SCALE IN FEET 20 0 • 20 40 STA 60 +12.9, 12' RT STA 9+56 END CURB, GUTTER AND 6' SIDEWALK STA 9 +56. 10' LT PROJECT VA 60 +5 CALL :48: HOURS. ...... ... ..... BEFORE YOU : DIG 1-800 -1424 -5555 :150 LF.127' DIP 'S TC8 -4C • STA:57+75 .(21:.16' • TYPE.I ............. . G;E.= :22.78 ' RT). LE. •(E 'dc :W). 20.09 22;94: 2113 . 2129. 2143' 23.02 , . , 22.16. 22.80 22.89 +75 • •150 "l.F'127':D1P•S =.'0;355:':'':'' STA 59+25 (21.16' RT) 23.28 .. I.E. (E do , W) =: 20.62. HCAJSE 60: # 460: It 79••LF 12' DIP:.S= 0.35% ." ... CB—:6C 20 (46TH) STA '9+71.77: (17 64': LT TYPE.I . G;E.= :23:13 • I.E: '(W)= 20:90 :. "23.54:. ' ::23.60 ' . 23.28 :: ' :23.39 57 +00.:' • .• ' • +25::..: +50 • .. +75..:..'.:.:•58 +00•. 23.64:'.' :: 23.69. 2377 23.51 23.65. 23.76 '23.87 '2189 +25 . +50 +75...:......59+00 23.95. 23.78 +25 24;04 23:93 23.98" .. ' 15 23.89::.: CL PROFILE ELEV. -- T C • ELEV::(Rr ) +50 +75 60+00 : +25 +50 consu TUKWILA COMMUNITY CENTER FRONTAGE IMPROVEMENTS PLAN AND PROFILE STA. 54 +50 TO STA. 60 +59 (S. 124th ST.) NNE NEN Eno Ems mum 4© Ism IMO ill CIE NN